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HomeMy WebLinkAboutBUILDING SITE PLANSNotes: 1. These plans comply with the Building Code : Residential, 6th Code: Energy Conservation and 2014 National Electrical Code. 2. These plans comply with Rule approval. 6th Edition (2017) Florida Edition (2017) Florida Building 61 G20-3.006 for product 3. The raised seal set (or electronic sealed set) of plans are on file in the third agency's office as directed by DBPR. 4. This building is subject to review and approval of the fire inspector on site with compliance with Chapter 633 Fire Safety Code. 5. The manufacturer's data sheet and the state (DBPR) insignia are permanently mounted to or about the electrical panel. 6. This building has been designed for erection or installation on a site built permanent foundation and is not designed to be moved once so erected or installed. . Any site added structures must be independent of the factory building unless the entire building is re- valuated by the site engineer. .Typical foundation layout shown in the cross section is to aid the site engineer/architect for locations of squired supports. Actual foundation must be designed to site conditions for all applicable loads. This includes ut is not limited to construction of the foundation, seismic design and attaching the home to the foundation, long with the resistance to lateral, longitudinal shear, uplift and downward forces in both directions. Refer to racing page for applicable bracing / seismic loads for attaching the home to foundations. . Engineer seal applies ONLY to FACTORY MANUFACTURED BRACING portion of the building. Seal does not pply to site installed elements or portions built on site such as, but not limited to; foundation, bracing tie own to foundation, exterior steps, or other site works. Site work must be designed BY OTHERS for site Dnditions, under local jurisdiction. This building has not been designed or approved for placement in high VELOCITY HURRICANE ZONES (HVHZ), (I.E. DADE AND BROWARD COUNTIES) INDEX TO DRAWINGS DESCRIPTION: SHEET NUMBER INDEX TO DRAWINGS AND NOTES.............................................................................1 of 8 ELEVATIONS...................................PAT9----10-10-2018---C ?Zf,�'.R.SMP:OS6............2 of 8 FLOOR PLAN ............................... PLANNUMBER WT-10886-5041-80-3-32 3 of 8 ..... ...... ...... ......... ELECTRICAL....................................A?g)2oVEDBY...MtCsYI.�1II�i............................ 4 of 8 'WATER SCHEMATIC.....................................%...................................... 5 of 8 J . OFF -FRAME DRAIN SCHEMATIC......... .-. ............. 6 of 8 UP -FLOW HEAT DUCT LAYOUT...............................(signaw=)..7 of 8 YPICAL OFF -FRAME CROSS SECTION .............................. ................................ 8 of 8 INDEX TO ADDENDUMS BRACEWALLS CALCULATIONS.................................................................................. 9 PAGES WHOLE HOUSE STRUCTURAL CALCULATIONS..........................................................34 PAGES RESCHECK................................................................................................................ 1 PAGE HVAC CALCULATIONS(WRIGHTSOFT)....................................................................... 7 PAGES COMPONENTS & CLADDING LOADS......................................................................... 1 PAGE FLORIDA PRODUCT APPROVAL SPEC SHEET.......................................................... 1 PAGE Notes: �&�' 9. Vult wind speed = EXPOSURE-C AT Vult=180MPH Vasd = 140MPH 10. 11. 12. RISK Building Roof CATEGORY=ll Mean Roof Height 18''" live load = 20 psf �a°"meY .mf. IFM1mnM1..X �xa¢ ow .'�' A"TIOFFF.NI-F 13. Floor live lood = 40 psf AINC. s� 14. Seismic Zone = A, B or C 15. Building Category = Type 513, Unprotected, Wood Construction. 16. Use Group = Single Family Dwelling. 17. Roof Interior (zone 1) = +22.8/-39 5 psf 18. Roof Exterior (zone 2) _ +24.3/-69.3 psf 19. Roof Corner (zone 3) _ +25.3/-111.0 psf 20. Wall Interior (zone 4) _ +43.9 / -47.5 psf 21. Wall Exterior (zone 5) _ +38.4/-69.3 psf 22. ROOF OVERHANG(SOFFIT) = -75.5 psf. 23. Overhang Corner Load = -127.7 psf 24. Site address per FRC R319.1 25. Internal pressure coefficient = +/- 0.18 psf COMPONENTS & CLADDING PRESSURES ARE SHOWN AS ALLOWABLE STRENGTH PRESSURES BASED ON ULTIMATE LOADS SITE INSTALLED ITEMS NOTE: THAT THIS LIST DOES NOT NECESSARILY LIMIT THE ITEMS OF WORK AND MATERIALS THAT MAY BE REQUIRED FOR A COMPLETE INSTALLATION. ALL SITE RELATED ITEMS ARE SUBJECT TO LOCAL BUILDING OFFICIAL REVIEW AND APPROVAL REQUIRING TO BE IN COMPLIANCE WITH THE FLORIDA BUILDING CODE 1) THE COMPLETE FOUNDATION SUPPORT AND TIE DOWN SYSTEM 2) RAMPS, STAIRS, AND GENERAL ACCESS TO THE BUILDING 3) PORTABLE FIRE EXTINGUISHER(S) St. 4) BUILDING DRAINS, CLEAN OUTS AND HOOKUP TO PLUMBING SYSTEM 5) ELECTRICAL SERVICE HOOKUP, INCLUDING THE FEEDERS, TO THE BUILDING 6) THE MAIN ELECTRICAL PANEL AND SUB -FEEDERS 7) CONNECTION OF ELECTRICAL CIRCUITS CROSSING OVER MODULE MATE LINES (MULTI -UNITS ONLY) 8) STRUCTURAL AND AESTHETIC INTERCONNECTIONS BETWEEN MODULES (MULTI -UNITS ONLY) �oe 9) ANY SITE FLASHING OR SHINGLES INSTALLED AT SITE REFER TO ARMA ` PUBLICATION " RESIDENTIAL ASPHALT, ROOFING MANUAL", IN GUIDE LINES WITH FBC CODE 1 10) ALL FOUNDATION WORK WILL BE COMPLETED ON SITE. IS THE RESPONSIBILITY OF THE LOCAL CONTRACTOR AND IS SUBJECT TO LOCAL JURISDICTION. MANDATORY11) '12) MAIN ISCONNECTEWILL BE INSTALLED ON -SITE AND SUBJECT LTOO IDLOCALECODESODE � pFR� s Zy/ No.g5665556 STATE OF Florida Plan Number: NaderTomasbi, P.E. �ij�1%c40RIDt' Model MFT10886-5041-80-3-32 Goshen lN46626 rive PHYSICAL ADDRESS FRANKUN STRUCTURES LLC FLORIDA RRUSSELLVILLE, ALABAMA SOUTH653 MODULAR 3595 N. Kings Hwy BY: DATE: Ft. Pierce FL, 34951 DRAWN: MELVIN 10-3-18 MODULAR INDEX S+ Iiicier r.nlin+v GRAPHIC 0 1'2'3'4'0' 1 NO: . ..... __.- __ _ - i REV: I sHEP. INNBD BY :ie County , Cff8 10/9/2018 Page 2 of NOTESh Plan may be built Flip Image (Front end to Rear end ) or reverse ARE SITE INSTALLED, DESIGNED BY OTHERS, AND SUBJECT TO LOCAL JURISDICTION. side to bottom side) without specific plan showing each arrangement using standard model approved 1. DMIOR COVERING IS VINYL LAP SIDING WITH VINYL APPURTENANCES STANDARD. OTHER EXTERIOR COVERINGS SHALL CONFORM TO INTERNATIONAL BUILDING CODE EXTERIOR COVERINGS FOR FRONT AND REAR ELEVATIONS ARE SUPPLIED BY FRANKLIN HOMES AND INSTALLED ON -SITE BY LOCAL CONTRACTOR. 2. ROOF COVERING IS 240# FIBERGLASS SHINGLES. SHINGLES FOR RIDGE ARE SUPPLIED BY FRANKLIN HOMES, INSTALLED ON -SITE BY LOCAL CONTRACTOR. 3. WINDOWS ARE VINYL CLAD THERMOPANE. 4. MINIMUM ATTIC VENTILATION VIA CONTINUOUS VENTILATED SOFFIT & WHIRLY BIRD VENTS IS 7.6 SQ.Fr PER 2283 SQ.Fr. OF HOME DIVIDED BY 300 SQ.FT. OF CONTINUOUS VENTILATION 5. CRAWL SPACE VENTILATION SHALL CONFORM TO REQUIREMENTS OF 1/150 ( BY OTHERS} B. FOUNDATIONS INSTALLED BY LOCAL CONTRACTOR PER I OCAI_ CODF RF0111RFMFNIS. ELEVATIONS SHOWN ON THIS PAGE REPRESENT BASIC COMPONENTS AND ARE NOT INTENEDED TO BE ALL INCLUSIVE, NOR DO THESE ELEVATIONS DETAIL EVERY CODE REQUIRED ASPECT OF THIS BUILDING. SITE BUILT STOOPS, STEPS, DECKS, PORCHES, HANDRAILS AND/OR SIMILAR ITEMS' MUST BE PROVIDED BY OTHERS ON SITE FOR COMPLIANCE WITH APPLICABLE CODES. COMPLIANCE WITH ALL APPLICABLE CODES PER LOCAL AUTHORITY HAVING " '-'ION, WHETHER DETAILED T OR NOT, MUST BE MET. nu. p5, r¢p/�mm, um,t,mvs0u,rq mw. iFK Cmpp. \T l:mmnrmM w ytl 4N _ Ymm4mMwgmvm tlFlnS� Ine WM NCh. lFlnnnM1.��lr „n MPea VE➢BT MRmptl f6NV`[ Df� N AINC.:a Na Rv ^P ^� FOUNDATION ENCLOSURE (WHEN PROVIDED) MUST HAVE 1 SQUARE FOOT NET VENT AREA PER 15OFr OF THE FLOOR AREA AND AN 18'z24' MINIMUM CRAWL SPACE ACCESS, SITE INSTALLED BY OTHERS. SUBJECT TO LOCAL JURISDICTION. 10/9/2018 No. 5655 STATE OF ',:'tOR10t' REVISION: BY: DATE: I FRANKLIN STRUCTURES, LLC. 10655 HWY. 43 SOUTH FLORIDA RUSSELLVILLE, ALABAMA 35653 MODULAR BY: DATE: m� DRAWN;. MELVIN 10_3-18 ELEVATIONS Page13 of 63 R 800# © 367� m C a FOR 4300I RDIY W/H 2 ACIVAY ROOM FOR 4300# S/ c 1 4 �2)RA2 4p�-Tpp e 2 ❑ PNU BOTiO^L 10I-0�� 5 ILL M 15T BE IH 7/ED OSB F F RIDGE BEAM dA.SggTNppEailils AT C EACH HALF FaRA %0J A=285.57 S.F. 0 74.90 S.F. LIGHT 29.95 S.F. VENT O FOR 4300# C BATH03 6 FOR 1100p TIE —DOWNS LOCATIONS ON —SITE BY OTHERS NOTE: ROOF DECKING MUST BE FASTENED WITH 0.131x2.5Nails 4" O.0 BOUNDARY 4" O.0 EDGE 12" O.0 FIELD BACK SIDEWALL LL BE -- COVERED WITH 7 16 OSB u kRCHEN i i� \\ I L DINING 1 I I---I---I it I� LMNG ROOM A=123.06 S.F. 33.36 S.F. UGq (3 4 sruo< W)f3>Isrp_u Il J 16.30 S.F. VENT lS'7RAP9 TOP' BMRDOM$3 A=144.53 S.F. 14.98 S.F. LIGHT 5.99 S.F. VENT 128 PLF FRONISIDE WALL WILL BE COVr o WBH 7/11 OSB CITE MOE. FASB3IFD WaH .131 pd NaRs AT C O.0 EDGE SPACING C BATH@2 2❑ BEOROOM�2 UVING/FOYER COMBBINED A=144.53 S.F. A=496.32 S.F. 14.98 S.F. LIGHT 59.92 S.F. UGHr 5.99 S.F. VENT---23.96 S.F. VENT HEADER FOIFR A-75.81 S.F. ��� IYIMINC. �^y FOR 80 B FOR 2400# US 70-�Ti ° 841H c OI 18 II a 7117 um 4 0 FOR 2400/ 264 PLF FRONT END ALL ILL BE COVERED WRH 7 16 OSB C ONE SIDE F ED WffH .13YX2.5 NAILS AT TC. 4 EDGE SPACING FOR 2400a MASTER BEDRCON A-219.90 S.F. 59.92 S.F. LIGHT 23.96 S.F. VENT FOR 24DOJ C ERTOIyq�s49 �/Z C D.� FOR 1100� ,o; No. 56556 's.wi k.. STATE OF '_�: lfir_2• 10/9/2018 Each bracing wall in this page is marked with a horizontal load (PLF). Bracing walls must be attached to the foundation for the specified horizontal PLF load & racking loads (as specified in the attached bracing talcs) at noted locations. Racking tie downs must be designed to extend from foundation to bracing wall studs. Tie down connections from foundation wall to rim joist are not permissible unless proper fastening from bracing wall studs to rim joist is provided. NOTICE: Foundation for this home and connection of the home to the foundation must be designed to site conditions for all applicable loads by site engineer/architect. NOTESH Plan may be built Flip image (Front end to Rear end ) or reverse image (top side to bottom side) without specific plan showing each arrangement using standard model approved Q3048 VINYL THERMOPANE @3660 VINYL THERMOPANE (S.G.) c 3672 VINYL THERMOPANE D 3672 VINYL THERMOPANE (E)• U—Values=0.34 SHGC=0.21 (E) = EGRESS WINDOW (S.G.) = SAFETY GLAZED F U.Valuesl SHGC NOTESH 1. ATTIC ACCESS (22"X36"MINIMUM) 2. ALL GLAZING TO BE THERMOPANE. 3. APA RATED SHEATHING FASTENED PER APA GUIDELINES TO ACHIEVE REQUIRED PLF's. 4. REFER TO ATTACHED CALCULATIONS FOR BRACEWALLS AND STRUCTURAL REQUIREMENTS. 5. 3" PVC PIPE VENTED THROUGH ROOF AND TERMINATED BELOW FLOOR JOIST FOR PASSIVE RADON CONTROL PER APPENDIX—F T IICCCC Cno T Ilc ILnnn •er 1C" nn CORE N A CORE N A CORE N A CORE iE N A CORE N A )OOR 0.23 0.15 TOR 0.32 0.33 = FURNACE /© = WATER HEATER ® = SINK " = REFRIGERATOR FF-E-51 = RANGE FRANKLIN STRUCTURES, LLC. FLORIDA 10655 HWY. SOUTH MODULAR RUSSELLVILLE, ALALABAMA 35653 GRAPHIC 0 1 FLOORPLAN CIR# DESCRIPTION BREAKER POLES WIRE 1** GENERAL LIGHTING 15 AMP/AFl 1 14-2 W/G 2** GENERAL LIGHTING 15 AMP/AFl 1 14-2 W/G 3** GENERAL LIGHTING 20 AMP/AFl 1 12-2 W/G 4** GENERAL LIGHTING 15 AMP/AFl 1 14-2 W/G 5 WATER HEATER NOTE 1 6 WASHER 20 AMP/AFl/GFl 1 12-2 W/G 7 PORTABLE APPLIANCE 20 AMP/AFl/GFl 1 12-2 W/G 8 PORTABLE APPLIANCE 20 AMP/AFI/GFl 1 12-2 W/G 9 FURNACE NOTE 2 10 DRYER 30 AMP 10-3 W/G 11 RANGE - 40 AMP 2 8-3 W/G 12** GENERAL LIGHTING 15 AMP/AFl 1 14-2 W/G 13** GENERAL LIGHTING 15 AMP/AFl 1 14-2 W/G 14 COOKTOP 40 AMP 2 8-3 W/G CIR# DESCRIPTION BREAKER POLES WIRE 15 OVEN/DBL OVEN 30 AMP 2 10-3 W/G 16 DISHWASHER NOTE 3/AFI/GFl 17 OPT. WHIRLPOOL 20 AMP/AFl/GFl 1 14-2 W/G 18 OPT. EURO RANGE HOOD 20 AMP/AFl 1 12-2 W/G 19 MICROWAVE 20 AMP/AFI/GFl 1 12-2 W/G 20 BATH RECEPTACLES 20 AMP/GFI 1 12-2 W/G 22 LAUNDRY CIRCUIT 20 AMP/AFl/GFl 1 12-2 W G 24 SMOKE DETECTORS 15 AMP/AFl 14-2 W%G 40** GENERAL LIGHTING 20 AMP/AFl 1 12-2 W/G 41** GENERAL LIGHTING 15 AMP/AFl 1 14-2 W/G 42** GENERAL LIGHTING 15 AMP/AFI 1 14-2 W/G 43** GENERAL LIGHTING 15 AMP/AFl "1 14-2 W/G NOTE: ALL CIRCUITS MAY NOT BE USED, SEE APPROVAL DRAWINGS FOR SPECIFIC CIRCUITS NOTE: FURNACE TO BE INSTALLED ON —SITE BY OTHERS ELECTRICAL LOAD UP TO 2000OW FOR FURNACE 2283 SQ.FT. ® 3 WATTS/SQ.FT. = 6849 W SMALL APPLIANCES, 3 ® 1500 W = 4500 W WATER HEATER = 4500 W WASHER = 1500 W DRYER = 5000 W RANGE = 13000 W DISHWASHER = 1200 W MICROWAVE = 1650 W RANGE HOOD = 1600 W 39799 W 10000 W ® 100% = 10000 W IDER 0 40% (29799)(.4) = 11919 W .CE (HVAC) = 20000 W CALCULATED LOAD FOR SERVICE SIZE 41919 WATTS / 240 VOLTS = 175 AMPERES 200 AMP SERVICE STANDARD * SELECTION IS BASED ON APPLIANCE LOAD AND MANUFACTURER'S INSTALLATION INSTRUCTIONS. ++ GENERAL _ LIGHTING CIRCUITS MAY BE WIRED WITH NOTESII 1.c)20 AMP; 2 POLE; 12-2 w/G or b)25 AMP; 2 POLE; 10-2 w/G or 030 AMP; 2 POLE; 10-2 w/G 2.a)12KW: 70 AMP; 2 POLE; 6-6-10 b)15KW: 60 AMP; 2 POLE; 6-6-10 and 30 AMP; 2 POLE; 10-2 w/G c 20KW; 60 AMP; 2 POLE; 6-6-8 and 50 AMP; 2 POLE; 6-6-8 AMP; 1 POLE; 14-2 w/G or AMP; 1 POLE; 12-2 w/G AMP; GFI.; 1 POLE; 14-2 w/G or AMP: GFI.: 1 POLE: 12-2 w/G SYMBOLS: ®— LIGHT\VENT FAN S — =0 — SWITCH 15 AMP RECEPTACLE — C/L=CAN LIGHT mG — 20 AMP RECEPTACLE _TELEPHONE -0 — 30 AMP RECEPTACLE EG — 40 AMP RECEPTACLE 1-TV — TELEVISION — LIGHT FIXTURE (T — THERMOSTAT — LAVUGHT&PORCH LIGHT GFI* — MASTER GFI — SMOKE DETECTOR W — PANEL BOX 5• W /P — WAT=D0nnr THIS HOME IS BUILT FOR THE 2014 NEC!! ��A"'"n.nry HPPPOYFD BY r„wmptl IX.NYc 0� N QINC. ,mc"Pv 5. CIRCUIT NUMBERS SHOWN HERE ARE USED FOR IDENTIFICATION OF CIRCUITS SHOWN ON ELECTRICAL DIAGRAMS SUBMITTED FOR APPROVALS. CIRCUIT IDENTIFICATION IN THE DISTRIBUTION PANEL BOXES WILL BE ACCOMPLISHED BY DESCRIBING EACH CIRCUIT CIRCUIT G. NUMBERS ONUDISTRIBUTION) PANEL MATCHRED THOSESHOWN ON THIS CHART, BUT IT IS NOT A REQUIREMENT. 6. SERVICE ENTRANCE WIRE SIZE IS (3)—#2/0 WITH (1)—#4 COPPER GROUND. 7. ALL FAMILY ROOMS, DINING ROOMS, LIVING ROOMS, PARLORS, LIBRARIES, DENS, BEDROOMS, SUNROOMS, RECREATION ROOMS, CLOSET, HALLWAYS, KITCHEN, LAUNDRY OR SIMILAR AREAS SHALL BE PROTECTED BY A LISTED ARC —FAULT CIRCUIT INTERRUPTER DEVICE OF THE COMBINATION TYPE. ALL CEILING BOXES MUST BE LISTED AS ABLE TO SUPPORT 50lbs. Page oof 63 u6H — 2' FLUORESCENT �—�— 4' FLUORESCENT — OPTFAN W/LI W/LIGHT COMBO SMOKE DETECTOR AND CARBON MONOXIDE DETECTOR ALARM ALL RECEPTACLES MUST BE LISTED AS TAMPER RESISTANT 10/9/2018 1%0ENs j'" No. 56556 STATE OF \'c<ORIDr� 7 FRANKUN STRUCTURES, LLC. FLORIDA 10655 HWY. 43 SOUTH MODULAR RUSSELLVILLE, ALABAMA 35653 BY: DATE: 1m c• ELECTRICAL IHo ems.. euR DRAWN: MELVIN 10-3-18 GRAPHIC 0 1' 2' 3' 4' 5' � 6 � N� ROVE IrIF'l INC. Y �2 Y �2 Y HOT WATER PIPE INSULATION WITH A MINIML OF R-3 SHALL APPLIED TO THE FOLLOWING N1103.5.3 OF THE 2015 IECC R403.5.3 OF THE IRC • PIPING 3/4' OR LARGER IN NOMINAL DIM • PIPING LOCATED OUTSIDE OF THE CONDIT! • PIPING SERVING MORE THAN ONE DWEWF • PIPING FROM THE WATER HEATER TO A DI • PIPING LOCATED UNDER FLOOR SLAB • BURIED PIPING • SUPPLY AND RETURN PIPING IN RECIRCUL THAN DEMAND RECIRCULATION SYSTEMS TOTAL FIXTURE UNITS ON COLD 1 TOTAL FIXTURE UNITS ON HOT WI TOTAL FIXTURE UNITS (INLET): 3C MAXIMUM FIXTURE UNITS PER TAE FOR 50-60 PSI AND 100' COLUI 1 /2"=2.0 3/4"=6.5 1 "= 32 NOTESH 1. 50 GAL. 4500 WATT ELECTRIC WATER HEATER. 2. THE PAN DRAIN SHALL EXTEND TO THE EXTERIOR OF THE BUILDING AND TERMINATE NOT LESS THAN 6 INCHES OR MORE THAN 24 INCHES ABOVE THE ADJACENT GROUND SURFACE. 3. ALL WATER LINES ARE MADE USING (CROSSLINKED POLYETHYLENE) PEX WITH 4. WATER HAMMER ARRESTORS TO BE INSTALLED WHERE QUICK CLOSING VALVES ARE UTILIZED. ARRESTORS SHALL CONFORM TO ASSE 1010. INSERT FITTING NOTE WATER HEATER MUST HAVE A MINIMUM RECOVERY RATE OF 60. FRANKLIN STRUCTURES LLC FLORIDA 10655 HWY. 43 SOUTH FLORIDA RUSSELLVILLE, ALABAMA 35653 of 63 GRAPHIC 0 1' WATER SCHEMATIC - L' • Page P of 63 LAIR ADMITTANCE VALVES MEET ASSE 1051 REQUIREMENTS 2.AIR ADMITTANCE VALVES SHALL BE LOACTED PER MANUFACTURERS SPECS. OR A MIN. OF 4" ABOVE THE FIXTURE DRAIN 3.ALL DWV LINES ARE SCHEDULE 40 PVC. iru, PY��GbMa iCts W,[ma Yry ,via TM1 \R L'mmnmM Repq �.f upYCw aY _ Ymbno emu F MPPOYm BY OW N QINC. •b�,m ELL = 90' VENT ELL or 90' ELL XLTL = 90' LONG TURN ELL 45' St. ELL= 45' St. ELL or 45' ELL 45' ELL-- 45' St. ELL or 45' ELL STTY = SANITARY TEE LTTY = LONG RADIUS TY or WYE with 1/8th BEND COMBINATION —� = FLOW DIRECTION DBL. ELL = DOUBLE ELL VTR = VENT THRU ROOF CO = CLEANOUT ADAPTER WITH PLUG ALL P—TRAPS SHALL BE P—TRAP WITH UNION JOINT. SHOWER STALLS & WASHER P—TRAPS SHALL BE 2"; ALL OTHER P—TRAPS SHALL BE 1.1/2"MIN. RE —VENTING MAY BE REPLACED WITH INDIVIDUAL VTR'S. 4.— — — — — — = FIELD INSTALLED PLUMBING. 5•—•—•—•—•—•—•— =PLUMBING VENTS IN THE CEILING. "� ER TOAq '90 /��cexa�.ti No. 56556 STATE OF 1 10/9/2018 s �s 7 FRANKLIN STRUCTURES LLC 10655 HWY. 43 SOUTHH MODULAR RUSSELLVILLE, ALABAMA 35653 BY: DATE: m� DRAWN: MELVIN 10-3-18 DRAIN SCHEMATIC GRAPHIC Q1' r 4.1 % CEILING > *%, REGISTER w/DAMPER REGISTER BOOT (SEE PLAN FOR SIZE) IS SECURED TO EDGE OF CEILING W/ FOAMSEAL AND FOIL DUCT TAPE FURNACE AND RETURN AIR TO BE INSTALLED BY APPROVED METHODS ON SITE BY OTHERS AND SUBJECT TO LOCAL JURISDICTION NOTES: 1.) ALL ROOMS AND LIVING SPACES SHALL BE PROVIDED WITH ADEQATE RETURN AIR. RGSTR FLEX DUCT IS SECURED TO REGISTER BOOT W/ STRAP PER MANUFACTURERS INSTRUCTIONS 11..�Pm��PYMr� M'mWE.tl W4q Cm¢ine. Iktµmq \B L'nmmmM eV SWtl CpuM u��mOMiY.gelW tlfsc� 1�^• NMVPIDI �Pom�nm PPVPOVFD BY �^�me r¢wa. ow ' N QINC. m mwc o vsP �G/m IPIMOIP UN No. 56556 Ax,tm,», STATE OF ftomot/ Page 7 of 63 ON: BY: DATE: FRANKLIN STRUCTURES, LLC. FLORIDA 10655 HWY. 43 SOUTH RUSSELLVILLE, ALABAMA 35653 MODULAR BY: I DATE: I TITLE: DRAWN: I MELVIN 111 —3-18 UP —FLOW HEAT DUCT LAYOUT GRAPHIC 0 1' 2' 3' 4' 5' No. REV: SHEET: crAir I®u�-! ! -- .... -- _ - NOLL03S SSOHO 3NVHd-dd0 IVOIdAL Hvinoow 2999E VWV9VW '3111Al13ssm VaNDIJ Hinos s* 'JAH 9990L '0l"1 'S3mn10nN1S NIINNvHA -uol;ulpsunl le3ol lapun 'suol;lpuoo a;ls 1o; SU31-110 AS pau2lsap aq;sm �1om a;1S -sl1om a;ls lay;o 1o'sda;s 1olla;xa'uol;epuno; o; suopauuoo'uol;epuno}:o; pa;lwll Sou;nq 'se Bons a;ls uo;pnq suol:wod 10 s;uawala palleisul a;ls o; Aldde;ou seop leas'2ulpllnq ay; jo suol)1od 03,dniov3f)NVVV A2101Jtl3 01 AINO salldde leas laaul2u3 STOZ/6/OZ d0 31V1S 9999 'ON 1/dAS om Teo imor SININ31.SY3 0Nv SAM and NOU= T1VM30vtla OL a3i3a HOWUX3 'Sdx3 ' 1'dx3 oNHmm s a31Va vdv .91/L : r4rdaLm ONIOV88 my7d WO1108 oL dOL NOW S(IOIOOINOO mam TM6 Swunm IyNnLmu :NOLLVTNISNI ONIUMS :STVMON3 ST MON3 801 03jD q SV OOIM OtNOWH OW TV2MVR ONIo/a8 - N=flHlS 31M 3HL 3Sn -M821m ONI3VHa 'ONIWtld 3LYld NO130S 01 d0L WOW AISnonNLLNO3 aNIM 71VHS ONINtl3HS 7V=nWS :NOLLVTIV1SNI ON13WE ONIOVNB Nan=RM nVM HOINIM- NSINH TiVM HO90113- NIIIIOS HLOa IV 7GM MAOad L MOM 1� m IIOA nu 13N bss 9'S IIOW a3U8A Sfgi1NHN01 vmj_ 3m VMA Ids 9xZ IV130 ONIRIVAS 300 311S-NO m z 'NIW Z}dAS 9xZ TIVM HordEm ONIOIS dV1 IkNA- 7NM '£ N3HO11N 'WH ALLIWi 'SHLtlB NI IANN- 'Im Slg (v-s6y1O) 30 SMAVI OML 3AVH 71mS H3Ud InO HOnuHL auvoe Timm OA ,Z/L- 300H ZL/Y NvHi SS3I IWM S-400H NO (V-SSV13) a3T .LSNI S310NIHS 3OOH SSVIOH3eH-300H 'SNOLLVOW133dS $H3HNovANm H3d anw.LsNl ame WnsdAo NnNINIW ,Z/L 'RJ31VN HSIN13 2i0N31X3 WN31VN HSINI3 2JON] 'S33dS WnWINIW SI H3S1vnl 3MO 73tl 'Y 'SNOL1VOL3133dS ONV 'SNOILVIN31HO 'SNOLLVOOI ONIddVHLS NMOa 3LL aNV H31d H03 NV1d NOLLVONn03 33s '£ 'LOW WI.SV RUM AIdW00 1SnW SM3HOS OV1 TV 'Z 'ISN 9£ - H1ON3HIS O-131A '9£V WLSV HUM AIdAO3 Lsnvi Tm 7N '031d133dS 3SIMH3H10 SS31Nn 'L 'ONI 91OZ, d0 8709H NOLL33S Had H38YIM lmViON .Z HUM W31SAS BOTH 3NL iv aNtl 1HOSH oNruio TNM 3umm 31a Iv Sim am 31na0N Tiv iv 0niv15m 3a OL ONIMOOIMU '9 ,VMS WVIOHOIW O1NI NOLLVa13N3d WnWINIW ,Y/£ HUM S31dV1S V591-9 OW 30VMA03 3MO %001 HUM Wv38 300M 3HL OL H393A LS 3HL 30 3OV3 3RL N31SV3 INV d NOON NO 03R33dS N3HM SNNnl03 1HOddnS MAD H3NIULIS VN38 3001H ,OZ X (4xZ) TWISNI 11 71VMON3 30 33YA HOIHEU Ol Soma umo snonNMNOO aN31X3 1SnW SNHMOO TNMON3 AS 03.Woddns SWV38 'C 'SONS ONIN3dO ISVd ON31X3 ONv (s)Nvdswm3 H3A0 snonNiLN03 38 IsnW NVIOHOIW 'Z 0'Z 30VHo rM10HOIN 'L :S310N mn00W HOV3 'WVI083IW .91x,Z/VI H3AVI L 1 S310N NOI103S SS02I0 W H3N3011 NOuoml1SN00 Wd38 30QI2i 'NW80301S OLNI SINN Z 'NIW/M SINN ,£x L£L'-9/M ssnILL HOtl3 Ol 9xZ N31SV3 IN"S 301S OINI SINTI ,Cx,l£L'-9%M ssn? 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NOLL33S 33S 5 „ (mmaN3 L S1NM30I5-midw - '3sobw lvardonws a3A0addv aid SONS ONIN3dQ lV s➢m .1££ Yl .06 NWA 'O'0,9{ 1510r H0011 Ol ONS 71tlM NOW dtldLs 73315 BL-tl1S1 3WOH0 :P 3nONOL Z/dAs BxL 31vid Wo1108 NJIdAL �£%!dS 4xL 3Lvid NO11DB (NNOLLdO 000MA1d .Y/C) mn 'UnIA 0NV S30M •y0.9 531dtl1s .Y/C LXNb�9L ONtl 311'i0 tlM .Y/£ XOOI/M SLSIOr O1 IfVNNrnS 'NIW 300MM HOV3 -W]d 'L-a 'OxVl HODUGUNS 'a00MAld .V/£ Nvld(71VM MJ IV SdVNLS S01d @O dfHLS Had SINN 3OVNOvd 3Hnlo L£L'-YL HLIM 'VO.91 OISIOP OL a= 03AOHddV Had 31vid nIS xZ 'V0.9L0 ZSdAS 9R SONS 3IddI83 TIVM WOW SdVWS MIS 81-VIM ' - 'O0.91 lv ('NIN) EN.3 YxZ SNOLLYJI3133d5 a0d Nlld SONS 71VM 30VAMA HOOl3 33S 'MOONIM N3lwi HSINI3 HoWmNI 7TvM NN3L "as 39a1H 01 03D0 ddV Had H30V3H xZ m SJri I A8 am M MOW 31INIms N':wR:P:Yd[i176L+141 'O'0 -oss mat .4om ssnu NiuW 31vid n0 310HVd C%3dS 9xZ N38W3W KW P g abed ." r'r '. 000� 1 V 11"1 INC. ENGINEERS PLANNERS 3oE NoF:n OAKLANO AVENUE - P.O. BCX 490 - NAPPANEE, INOIANA 4E6EO WGE, WWW.NTAINC.COM October 10 2018 Franklin Structures, LLC 10655 Hey 43, South Russellville, AL 35653 RE: MFT-10886-5041-80-3-32 NTA JOB NUMBER: FU100418-6 Dear Mr. Melvin Velaszuez, RECEIVED FEB 12 2019 ST. Lucle county, Permittllip CONSULTANTS FAX, E74-773-0732 SCANNED BY St. Lucie County The referenced manufactured building has been reviewed and approved. NTA, Inc. certifies this plan is in compliance with 2017 Florida Codes — 61 Edition as referenced in the approved drawings. This approval covers the factory build structure only. Any alterations to the factory built structure, on site, voids the approval. This plan is subject to the following limitations: 1. This plan is NOT approved for High Velocity Hurricane Zone (i.e. Broward and Dade Counties). 2. Signed and sealed plans are on file with NTA, Inc. 3. The Chapter 633 Plan Review and -Inspection shall be conducted by the local fire safety inspector. 4. Items installed on site are subject to review and approval by the local authority having jurisdiction. Please reference the list of site installed items on the approved plans. 5. This review included products for compliance with 553.8425 or FAC Chapter 61 G20-3. If you have any additional questions or comments regarding this matter please contact me at your convenience at (574) 773-7975. Respectfully, Wichae[ Faffer Michael Faller Account Manager NTA, Inc. Florida Plan Approval Letter 2016-07-26 Page 1 of 1 WIND SPEED: 140MPH ASD, 180MPH ULT. FRANKLIN STRUCTURES SERIAL NUMBER: 15774 DESIGN CRITERIA: STATE FLORIDA ROOF PITCH: 2/12 EV. FACTOR: C CEILING HEIGHT: 9'-0' SEISMIC ZONES: A. B & C. FLORIDA MODULAR HOMES CUSTOMER: REDDY 5'-SY2" 30'-OY2" ACTUIY ROOMg2B 5'-W2"F40 '5NdNo.56556 ST r of THE Indicates bracing end r� location for tie down. Page 9 of 63 Max mean roof height: 18' Foundation and wind bracing requirements (2x10 floor system with perimeter foundation system): Foundation for this home must be designed by others to the site conditions per applicable codes. This includes attaching the home to the foundation, along with the resistance to lateral, longitudinal shear, uplift and downward wind forces in both,directions and the seismic design. Foundation design must include but is not limited to the following items: 1) Each bracing wall in this page is marked with a racking load and a horizontal load (PLF). Bracing walls must be attached to the foundation for the specified racking load at noted locations and the specified horizontal PLF loading. Racking tie downs for exterior bracing walls must be designed to extend from foundation to bracing wall studs. Tie down connections from foundation wall to rim joist are not permissible unless proper fastening from bracing wall studs to rim joist is provided. 2) Foundation design must provide support as specified in the installation instruction by a continuous perimeter support under exterior walls (653 plf) and at the marriage wall at allowed Intervals for a minimum load of 1305 PLF (based on 20 psf max. roof snow load). 3) Refer to wind bracing calculations (attached) for all other construction requirements. aD o60o0a G oo 0,.A 00 aof --�0 caoCC000CCCC000Cooi �t can PINING oo_o_o_o CCOOCCCO oI I 000 J aCll ooa LLl___J 18 nor I Dan Carl can 19 aor L 1 aoo ............. ,BEDROOM 3 ll BEDROOM 2 28 0'-6y4'—I I-�12'-sy4'—I --I 5'-9Y4" LIVING ROOM Coo X 7'-4 14 Conan Manua Donau MASTER BEDROOM 4'-1 HAWTHORN RANKLIN**) 10886-5041-80-3-32 APPROXIMATELY 2280 SF 128plf, 1.1_'k " PPPPOVEDBY OHI Mvn.fbawaz' N Awc. ,aPP•eoua oiu^oie ti Engineer seal applies ONLY to FACTORY MANUFACTURED BRACING portion of the building. Seal does not apply to site installed elements or portions built on site such as,, but not limited to; foundation, bracing tie down to foundation, exterior steps, or other site works. Site work must be designed BY OTHERS for site conditions, under local jurisdiction. n... Wrrmab.m,a , a�a.mmacm�.s° "Pa. BY Bracing Tributary Length DeterminafflIINC. No Interior Walls ASCE 7-10 Endwall Length = 30 ft Sidewall Length = 76 ft Porch Length (Left) = 0 ft m�u.x arms ' i •• oHr �� inimoiar^ Page 10 of 63 FranlMin Structures SR-15774 Porch Length (Right) = 0 ft Left Endwall Trib From Wall: 38 ft Wall Height = 9 ft Left Endwall Trib From Roof: 38 ft Heel Height of Truss = 13.667 in Right Endwall Trib From Wall: 38 ft Seismic category = 00 Right Endwall Trib From Roof: 38 ft Wind speed = 140mph Wind Exposure = C Roof pitch = 2 /12 Max Mean Roof Height = 18 ft Transition from Perforated to Segmented: 327 PLF Left Endwall - Bracing #1 Right Endwall (hitch end) - Bracing #2 Perforated or Segmented: S Perforated or Segmented: S PLF: 481 plf PLF: 264 plf Height of Tallest Opening = 7 ft Height of Tallest Opening = 7 ft Wall length when perforated = 30 ft Wall length when perforated = 30 ft Segment Effective Effective Segment Effective Effective lenath - ft wind seismic length - ft wind seismic Top Sidewall - Bracing #3 Perforated or Segmented: P PLF: 90 plf Height of Tallest Opening = 7 ft Wall length when perforated = 76 ft Segment Effective Effective length -ft wind seismic 3.92 3.92 3.414756 4.67 4.67 4.67 9.42 9.42 9.42 7.67 7.67 7.67 3.67 3.67 2.993089 8.33 8.33 8.33 17.33 17.33 17.33 -0 1- 0 0 0 0 0 0 0 0 Total: 1 55.01 53.82784 Bottom Sidewall - Bracing #4 Perforated or Segmented: P PLF: 128 plf Height of Tallest Opening = 7 ft Wall length when perforated = 76 ft Segment Effective Effective length -ft wind seismic u 6 6 6 10.5 10.5 10.5 12.5 12.5 12.5 5.75 5.75 5.75 6 6 6 4.83 4.83 4.83 0 0 0 0 0 0 0 0 0 0 Total: 0 0 46.581 45.58 No. p56556 \-= STATE OF 11f1�"' �n/onn�n 1 Page 11 of 63 One Story Shear Wall Wind/Seismic Analysis - No Interior Shearwalls Franklin Structures SR-15774 Wind Loads MWF IRC wind speed = ASCE 7-10 Cat. 2 Ultimate Wind Speed = Exposure = Mean Roof Height = Wind load Areas (psf) Buildina Values ASCE 7-10 140 mph _-7*V-k`t \j 180 mph 3yf No. 56556 1y._ C =pt * ILA hl 20 ft%� STATE OF A = End zone of Wall 10/9/2018 B = End zone of Roof C = Interior zone of Wall D = Interior zone of Roof Roof pitch = 2 /12 Sidewall Length = 76 ft Roof angle = 9.50 Wall Height= 9 ft Endwall Length = 30 ft Heel Height of Truss = 13.667 in a = 3.00 ft 2a = 6.00 ft Porch Length (Left) = 0 ft Height of Roof = 3.64 ft Porch Length (Right) = 0 ft Left Endwall Shear Values Area of End Zone of Sidewall = 27.0 ftz /side Total Shear = 1202 Ibs Area of End Zone of Roof = 21.8 a /side Total Shear = 0 Ibs Area of Interior Zone of Sidewall = 144.0 fe /side Total Shear = 4258 Ibs Area of Interior Zone of Roof = 116.4 fe /side Total Shear = 0 Ibs Total Shear Force to Endwalls = 5459 Ibs Riaht Endwall Shear Values Area of End Zone of Sidewall = 27.0 ftz /side Total Shear = 1202 Ibs Area of End Zone of Roof = 21.8 ftz /side Total Shear = 0 Ibs Area of Interior Zone of Sidewall = 144.0 flz /side Total Shear = 4258 Ibs Area of Interior Zone of Roof = 116.4 ft'/side Total Shear = 0 Ibs Total Shear Force to Endwalls = 5459 Ibs Sidewall Shear Values Area of End Zone of Wall = 27 ft? /side Total Shear = 1202 Ibs Area of End Zone of Roof = 3 ftz /side Total Shear = 134 Ibs Area of Interior Zone of Wall = 41 ftZ /side Total Shear = 1198 Ibs Area of Interior Zone of Roof = 24 ftZ /side Total Shear = 718 Ibs Total Shear Force to Sidewalls = 3251 Ibs APPPOVm By MNo: � �m N ANC. IYs.MIst anycmlua E aiamie Page 12 of 63 Seismic category = DO SDs = 0.67 Wall DL = 10 psf Roof DL = 12 psf Total W for seismic shear walls = 36900 Ibs R = 6.5 Cs = 0.12885 F, = 4754.42 Ibs shear on endwalls = shear on sidewalls = Compare Wind vs Seismic for shear walls Endwall Sidewall 2377 Ibs/wall 2377 Ibs/wall Seismic Wind Wind with 1.4 reduction 2377 1 5459 1 3900 2377 1 3251 1 2322 F. = Controlling factors for shear wall panels Controlling factors for Uplift/Shear Forces Endwall > Wind Endwall > Wind Sidewall > Seismic Sidewall > Wind Determination of shear wall panel loads Left Endwall - Bracing #1 Perforated or Segmented: Wall length when perforated = Wall Height= Length of Full Height Sheathing (3.5:1) = Length of Full Height Sheathing (2:1) = Co (3,5:1) _ Co (2:1) _ S 30 ft 9ft 11.34 ft 11.34 ft 1 from table in IBC 1 from table in IBC Total Force (wind) = 5459 Ibs Total Force (seismic) *1.4 = 3328 Ibs Load Taken to Shear Wall Segments = 481 plf Uplift Force at End of Wall = 4333 Ibs e== m.. a...mmn.mn rmgw s'sc�mm ma m+a.•Y q^. �m.w.e�m..ae�sc m.um daa.,�,aacm..tl ..mc.u...nwx tl.mc b *� pppFlOVm BY f�n'NNugtl o�nti-F r N QINC.� Fd�aro�w.� r "'LkERTOMqll��i No.56556 tam * i1Y= STATE OF f`= 10/9/2018 Page 13 of 63 Perforated or Segmented: Wall length when perforated = Wall Height = Length of Full Height Sheathing (3.5:1) = Length of Full Height Sheathing (2:1) = Co (3.5:1) _ Co (2:1) _ S 30 ft 9ft 20.67 ft 20.67 ft 1 from table in IBC 1 from table in IBC Total Force (wind) = 5459 Ibs Total Force (seismic) *1.4 = 3328 Ibs Load Taken to Shear Wall Segments = 264 plf Uplift Force at End of Wall = 2377 Ibs Top Sidewall - Bracing #3 Perforated or Segmented: Wall length when perforated = Wall Height = Height of Tallest Opening = Height Ratio = Length of Full Height Sheathing (3.5:1) = Length of Full Height Sheathing (2:1) = Percent Full Height Sheathing (3.5:1) = Percent Full Height Sheathing (2:1) = Co (3.5:1) _ C. (2:1) _ P 76 ft 9ft 7ft 0.77778 55.01 ft 53.8278 ft 72% 71% 0.69 from table in IBC 0.69 from table in IBC Total Force (wind) = 4711 Ibs Total Force (seismic) *1.4 = 4823 Ibs Load Taken to Shear Wall Segments = 90 pif Uplift Force at End of Wall = 771 Ibs Bottom Sidewall - Bracing #4 Perforated or Segmented: Wall length when perforated = Wall Height= Height of Tallest Opening = Height Ratio = Length of Full Height Sheathing (3.5:1) = Length of Full Height Sheathing (2:1) = Percent Full Height Sheathing (3.5:1) _ Percent Full Height Sheathing (2:1) = Co (3.5:1) _ Co (2:1) _ P 76 ft 9ft 7ft 0.77778 45.58 ft 45.58 ft 60% 60% 0.57 from table in IBC 0.57 from table in IBC Total Force (wind) = 5703 Ibs Total Force (seismic) *1.4 = 5839 Ibs Load Taken to Shear Wall Segments = 128 plf Uplift Force at End of Wall = 1126 Ibs APPFOVm BY pyvr�um Ox. N ,INC. No. 56556 STATE OF �'�CORIO* II�n�•' 1 n/9 /7 n1 R Page 14 of 63 Wind Load Determination Worksheet MWF Low-rise building Method 2 ASCE 7-10 Wind Speed = 140 mph Roof Slope = 2 /12 Exposure = C 9.460 Mean Roof Height = 20 ft Kd = 0.85 a = 9.5 K,f = 1 zg = 900 ft K, = 0.90 I = 1 qh = 38.38 psf Building Class = Enclosed Building GCP; = 0.18 -0.18 * Gcpi cancels -out on total building talcs Load A - End Zone of Wall 1E= 0.67 GCPf= 1.16 4E _ -0.49 A = 44.50 psf Load C - Interior Zone of Wall 1 = 0.44 GCPf= 0.77 4 = -0.33 C = 29.57 psf Load B - End Zone of Roof 2E _ -1.07 2E load.= -41.07 3E _ -0.58 3E load = -22.18 Horz 2E load = -6.75 Horz 3E load = -3.65 B = 0.00 psf Load D - End Zone of Roof 2 = -0.69 2E load = -26.49 3 =-0.40237 3E load = -15.45 Horz 2E load = -4.35 Horz 3E load = -2.54 D = 0.00 psf avw+ovmer �� E"e. ew,,. N Qilvc. No. 56556 STATE OF ti,��OR1D�i �/pAjp1„�G, '�nnnnntt` 10/9/2018 Page 15 of 63 One Story Shear Wall Design Franiklin Structures SR-15774 Summary of Forces Shear Walls Brace wall Left endwall - Segmented Right endwall - Segmented Top sidewall - Perforated Bottom sidewall - Perforated Overturning Forces Racking Load Left endwall - Racking load right endwall - Racking Load top sidewall - Racking Load bottom sidewall - Roof Diaphragm PLF-Load CONSTRUCTION 481 7/16 in sheathing One Side with .131 pd nail (studs at 16" o/c) at 3 in o/c edge spacing 264 7116 in sheathing One Side with .131 pd nail (studs at 16" o/c) at 4 in o/c edge spacing 90 7116 in sheathing One Side with .131 pd nail (studs at 16' o/c) at 4 in o/c edge spacing 128 7116 in sheathing One Side with .131 pd nail (studs at 16' o/c) at 4 in o/c edge spacing 4.3 Kips 2.4 Kips 0.8 Kips 1.1 Kips Total Shear Force to Endwalls = 5.5 Kips Total Shear Force to Sidewalls = 3.3 Kips Bottom #4 7116 in sheathing with .131 pd nail at 4 in c/o edge spacing n.at�m�tlnmw C°uimv Npq' t8 L'�mrmmM iL1m Ym/pvgBYry MN--°YiYCf�K m" "" m APPFOYm BY Fln"emtl nni:c ya.' N AiNC.m� .w Flv�ui anRCrfR No. 56556 STATE OF f40R%Vt 10/9/2018 Page 16 of 63 Shear Wall Design Franiklin Structures SR-15774 Left Shearwall Shearwall Required Design = 481 plf Thickness of Sheathing = 7/16 " Fastener = .131 pd nail (studs at 16" o/c) Edge Spacing of Fastener = 3 in c/o Species of Framing = SPF Sheathing on Both sides? One Side Use 7116 in sheathing One Side with .131 pd nail (studs at 16" c/o) at 3 in o/c edge spacing Sheathing Capacity = 585.48 plf Shear Wall OK Right Shearwall Shearwall Required Design = 264 pif Thickness of Sheathing = 7/16 " Fastener = .131 pd nail (studs at 16" c/o) Edge Spacing of Fastener = 4 in o/c Species of Framing = SPF Sheathing on Both sides? One Side Use 7/16 in sheathing One Side with Sheathing Capacity = 441.98 pif Shear Wall OK 131 pd nail (studs at 16" c/o) at 4 in o% edge spacing Too Shearwall Shearwall Required Design = 90 plf Thickness of Sheathing = 7116 " Fastener = .131 pd nail (studs at 16" c/o) Edge Spacing of Fastener = 4 in c/o Species of Framing = SPF Sheathing on Both sides? One Side Use 7116 in sheathing One Side with Sheathing Capacity = 441.98 pif Shear Wall OK 131 pd nail (studs at 16" o/c) at 4 in c/o edge spacing Bottom Shearwall Shearwall Required Design = 128 plf Thickness of Sheathing = 7/16 " Fastener = .131 pd nail (studs at 16" c/o) Edge Spacing of Fastener = 4 in c/o Species of Framing = SPF Sheathing on Both sides? One Side Use 7/16 in sheathing One Side with .131 pd nail (studs at 16" c/o) at 4 in c/o edge spacing Sheathing Capacity = 441.98 plf Shear Wall OK iy.Pyymvp/.a m. Cm¢Tw t8L'nmmm,al wb.,. APPFOVFll BY Fnv�aetl 0�� QINC. rtvnv,v N « �� �"K_o %GEN& No. �5Clp6.55556 m:, STATE OF 10/9/2018 Page 17 of 63 Roof Diaphragm Design Franiklin Structures SR-15774 Roof Diaphragm Top of BC of truss sheathed?' Diaphragm Required Design = Thickness of Sheathing = Fastener = Edge Spacing of Fastene0,4,s = No 182 plf 7116 " 131 pd nail 4 in o/c Species of Framinge = SPF Use 7/16 in sheathing Sheathing Capacity? = 390.32 plf Shear Wall OK Blocking only required at with .131 pd nail at 4 in o/c edge spacing 0 ft from each endwall 1. Design assumes 19/32" min sheathing of at least 112 of BC of trusses with .131 pd nails at 6" o/c 2. Load increased by 1.4 if seismic loads control to compensate for 1.4 increase in diaphragm panel 3. Nail spacing at other panel edges to be as follows 6" o/c if edge spacing is 6" o/c 6" o/c if edge spacing is 4" o/c 3" c/c if edge spacing is 2" o/c 4. Framing at adjoining panel edges shall be 3" nominal or wider & nails be staggard where nails are spaced 2" o/c 5. Roof sheathing is blocked unless stated unblocked 6. Diaphragm panels are reduced by 0.82 for SPF lumber 7. Per tables in ESR-1539 ���11111i1trr�� TO _yr No.56556a - t * O� Ar_ A;y STATE OF ; _\ ION1A40?\\\ 10/9/2018 N QINC. mm.o-w� .mn r�*rw m vecom mn Page 18 of 63 n. Im�cRm "rmc mmwear I nn ,n FPPROYE➢ar rbPCpe �xu w oxr N QINC. IWd P One story loading FRANKLIN STRUCTURES Roof GSL 20 PSF Non -Storage NT Truss Reaction Side Mate MTF-10886-5041-80-3-32 Gravity 580lbs 645lbs SR-15774 Uplift 451 Ibs -509. Ibs ASCE 7-10 Uplift @ 20' mean ht -451 Ibs -509 Ibs Dead 249 Ibs 276 Ibs Truss sp = 24 " c/o Snow 331 Ibs 369 Ibs Wind Speed = 146 mph max. ASCE 7-10 Vult = 180 mph Exposure = C Live 0 Ibs 369 Ibs Mean Roof Height = 18 ft Wind -451 Ibs -509 Ibs Roof Slope = 7 /"� Wall height= 9 itSR TOrrr�� Roof Dead Load = -15 psf ENaiSB Roof Live Load = 20 PSF Floor Dead Load = 10 psf No. 56556 Floor Live Load = 40 psf Wind Load (int) = -33.54 psf 7=ro! �11e 'Width of Box = 15.000 ft Wind Load (ext) = 48.12 psf :Ot Overhang Length = 12 in Wind Load (OH) = -67.47 psf , 0 FTATEO- ��i Wall Dead Load = 40 pif 4\ `OR`_>,- BC Live Load = 20 psf , /N 1� Load Supporting Roof Only Duration Factored Loads 10/9/2018 Sidewall Matewall Sidewall Matewall Cd Dead Load 124 plf 138 plf Live Load 166 pif 184 pif BC Live Load 0 plf 184 pif Wind Load -226 plf -255 pif Ext Wind Load -226 pif -255 plf Dead + Roof Live 290 plf 323 pif 252 pif 280 pif 1.15 Dead + BCLL 124 plf 507 pif 108 plf 441 pif 1.15 Wind -226 plf -255 plf -141 pif -159 pit 1.6 Load Supporting OnlvOnly Sidewall Matewall Dead Load 75 plf 75 pif Live Load 300 pif 300 plf Dead + Live 375 pif 375 pif 375 pif 375 plf 1 Load Supporting Roof and One Floor Sidewall Matewall Dead Load 239 plf 253 plf Dead + Roof Live 405 pit 438 plf 352 plf 380 pif 1.15 Dead + Floor Live 539 plf 553 pif 539 pif 553 plf 1 Dead+.75(RL+FL) 589 pif 755 pIf 512 pif 656 pif 1.15 .6Dead + Wind -82 plf -103 pif -51 pif -64 pif 1.6 Ext .6Dead + Wind -82 plf -103 plf -51 pif -64 plf 1.6 Page 19 of 63 w.upw.egwrwn iwW un4WeC>Ne] mrt"e tR Vnmrve"N �W.1' ' Mm1�CY<GYeN Yw�wP•rtagmt 14mWxc tlM1u[ 1• • PPPPOVm BY N9tlVb Y fYlli"A lln. • Frame off joist calc (when applicable) N INC. .� FF2ANKLIN i5TRUCTURES 50 psf x i6 / 12 = T Load 40 psf x 18 / 12 = T Load T Load = 75 plf A TL 240 L Load = 60 l ALL 360 Cd ( durationfactor) = 1 C, (repetitive factor) = 1.15 Span Cfu (flat use factor) = 1 Cf (size factor) = 1.1 for 2x10 SPF & 1.0 for 2x12 No. Species Width Depth Fb Fv E Grade 1� S, Cr Cf ------------ ------------ Lumber SPF SYP SYP Fe psi 1107 920 1208 F, psi 135 175 175 M inwlb 23677 1 19679 25829 V lb 1249 1619 1619 . Width in 1.5 1.5 1.5 Depth in 9.25 9.25 9.25 #M #1 #2 #1 Moment in 174 158 181 Shear in 400 518 518 A TL in 192 192 201 A LL in 1 181 181 189 Max Span 14 ft - 6 in 13 ft - 2 in 15 ft-1 in Max overall floor width: Allowable span + 6" (rim joists) = 180" No. �5p655556 V m+w STATE OF -�,gow1 174" 158" 181" an/n In nao Y Page 20 of 63 S Dimensional Lumber Header Spans Load Supporting Roof and One Flobr Mate" Final Table NT Roof Dead Land= 15 psf Wind Speed= 140 mph FRANKLIN STRUCTURES Roof Live Load= 20 psf Exposure= C Floor Dead Load= 10 psf Mean Roof Height= 1Sft Floor Live Load = 40 psf Wind Load Qnt) _ -33.54 psf Width of Box= 15 it Wind Load (ext) = -48.12.per Overhang Length= 12 In Wind Load (OH)= -67.47 psf Well Dead Load= 40 pi( M=(491512)WL-2 for shear and moment Def. = 0.0092 WL-4 T Load = 755 plf ATL 240 Ca - 1.15 L Load= 501 pit ALL 360 Mav Snann psi psi Will TI3 in In in In O ��� ���������li�llllllllllllllll� for deft T Loatl= 755 plf ATL 240 Ca= 1AS L Loatl= 501 plf ALL 360 Mar Cna psi psi Wile It, In In in In l0 for WfM W Load = 103 pir ATL 1B0 Cd= 1.6 Wind Load Used = Interior psi psi in -lb Be in In In In Final Cnan Tahlo Member No. Sp/Grade Width Depth Fy Fx E I,i S. C, Cr In In psi psi psi In• In' x CN Final Cnan Tahlo Member No. Sp/Grade Width Depth Fy Fx E I,i S. C, Cr In In psi psi psi In• In' x CN 1 1 1 SYP 1 1.5 925 BOB 175 1400000 98.93 21.39 1 1 2 1.5 1 SYP 1 1.5 925 BOB 175 1400000 14BAD 32.09 1 1 3 2 SYP 1.5 925 BOB 175 1400000 197.56 42.78 1 1 4 5 6 7 a 9 70 mn..=,�evr.o. m,..rn Gaon=mn,.a .xmwama oar .e..=neu,vew arms wmwmn FPPHOVEo 6Y 0n, N QINC. M� [evade ME— Max Span 4ft-1 In Sft-10 in SR -Sin FEE If No. 56551 STATE OF 40R%o Page 21 of 63 Laminated Veneer Lumber Spans Load Supporting Roof and One Floor Matewa➢ a Table Roof Dead Load= 15 psf Wind Speed= 140 mph Roof ESL= 20 psf Exposure= C Floor Dead Load= 10 psf Mean Roof Height= 18ft Floor Live Load = 40 psf Wind Load (nt) = -33.54 psf Width of Box= 15.000it Wmd Load (ext)= 48.12 psf Overhang Length= 12 In Wind Load(OH)- -67.47 psf Wall Dead Load= 40 pit Wmd Load: Interior Zone forshear and moment T Load= 755 pat ATL 240 Ca= 1.15 I I nad = sM nwf A LL 36n V\G6Nd41 NT yj No.56556 FRANKLIN STRUCTURES STATE OF Member FV F; M V Moment Shear ATL ALL Max Span psi psi in -lb lb In in in in 1 3098 305 66203 2819 91 90 10D 100 78-5 h1 2 3098 305 132525 5638 129 179 126 126 10ft-6 in 3 3098 305 198788 8457 159 269 145 145 12R.Din 4 5 6 7 8 9 10 ferdefleo8on T Load= 755 pst ATL 240 Ca= 1.15 I aad= 501e0 ALL 360 Member Fe F; M - V Moment Shear ATL ALL Max Span psi psi in'@ Ib in in in in 1 3098 305 66263 2819 91 90 100 100 7ft-5in 2 3098 305 132525 5638 129 179 126 128 1 1 1011-6in 3 3098 305 108788 0457 159 269 145 145 128-Din 4 5 6 7 a 9 10 forwind wln=n= 1n3 eer ATL tan C.= to 10/9/2018 Member Fy F, M V Moment Shear ATL ALL Max Span psi. PSI In'Ib m in In in in 1 4310 424 92191 3922 1 293 918 215 215 17 it 10 in 2 4310 424 1843B3 7844 415 1835 270 270 22ft-Bin 3 4310 424 276574 11766 508 2753 309 309 2511-91n 4 5 6 7 8 9 10 Fynal Snan T.W. Member No. Manufacturer With Depth Fb F, E Coef I. S. CI In in psi psi psl ins ols 1 1 Micro➢am 1.5 9.25 2600 1 265 200000D 0.136 98.93 21.39 1 1 2 2 M xo➢am 1.5 9.25 2600 265 2000000 0.136 197.86 42.78 1 3 3 Mrzoflam 1.5 9.25 2600 265 2000000 0.136 296.79 64.17 1.15 4 5 B 7 B 9 10 Max Span 7ft-5In 10It-6In 12 ft-01n +k+.rwmrcn.ry,n va,w. veu„o ,i .a..ee.w.em.�. elm. .mc wmr �rmm„e..,n.,a APPaOYEe BY "`tea 6iweR Oar �Nd iLv1u4.0 • • n..r.=o"ay.ae. mn*ro= vau.mm=..a �.n. nrraovsnar e,auva IY PINC. °'k Dimensional Lumber Header Spans Load Supporting Floor Orly Matewall F ial Table N7 Roof Dead Load = 15 psi Wind Speed = 140 mph FRANKLIN STRUCTURES Roof Live Load = 20 psi Exposure - C Floor Dead Load= 10 psi Mean Roof Height= is Floor Live Load= 40 psi Wind Lead (mq= -33.54 psi Wish of Box% 15R Wind Load (wd)= 48.12 psi Overhang Length= 12 in Wind Load (OH)- -67.47 psi WaODead Load= 40 pif M=(49/512)<vl °2 for shear and moment Def. = 0.0092 WV4 T Load= 375 plf ATL 240 Ca= 1 L Load = 300 plf A LL 360 Page 22 of 63 Member F,' F.' M V Moment Shear psi psi tnro It, in In in In iIIIIIII�iIIIIIIIII■iIIIIIIIII�����iIIIIIIII�i��iIIIIII��IIIIIIII��iIIIIIII�I� O IIIIIIIII� � iIIIIII� � � iIIIII� � i � � iI I I I I III iIIIIIII� iI I I I III i� � 0� �� iIIIIIII� ��iIIIIIIII���iIIIIIII���i�� for deft T Load= 375 p1f ATL 240 Ca= 1 L Load 300 pit A LL 360 psi ptl lnlb Ib in In in In oII��� �� iIIIII���iIIIIIIIII�� �� i�� O iIIIIIIII� iIIIIIIIIIII■ � iIIIIIII� iIIIIIII� s iIIIIIIII� � i� � i � iIIIIIII� I � � forWnd W Load = 1pif ATL 180 Cd= 1.6 Wind Load Used=Interior Member Fb' N, M V Moment Shear ATL ALL psi psi in'Ih lb in In in In Max Span 1 1280 280 1 20535 1943 1404 46520 1 810 810 67ft-61n 2 1280 28D 41070 3885 1985 93240 1021 1027 85ft-0 in 3 1280 280 54760 6180 2292 124320 1124 1124 93ft-7in 4 5 6 7 8 9 10 PI-1 £000 T.W. Member No. Sp/Gmde Width Depth Fb F, E I, S. Cr CI In in psi psi psi in' In' x Cm 1 0.75 SYP 1.5 9.25 Boo 175 1400000 74.20 16.04 7 1 2 1.5 SYP 1.5 9.25 Boo 175 1400D00 148.40 1 32.09 1 1 1 3 2 SYP 1.5 925 800 175 140D000 197.88 42.78 1 1 4 5 6 7 8 9 10 Max Span 5 ft.6 in 7ft-8 in an -loin FEE No. 56556 n STATE OF ti <oa}off/_, 10/9/2018 Laminated Veneer Lumber Spans Load Supporting Floor Only Malewa0 ai able Roof Dead Load= 15 psf Wind Speed= 140 mph Roof GSL= 20 psf Exposure= C Floor Dead Load = 10 psf Mean Roof Height= 18 g Floor Live Lead= 40 psf Wnd Load pntl = 43.54 psf Wdth of Box = . 15.000 ft Wmtl Load (ext) = 48.12 psf Overhang Length= 121n Wind Load (OH)= -67.47 psf Wall Dead Load - 40 pit Wmd Load: Inledor Zane for shear and moment T Load = 375 psf ATL 240 Ca= 1.00 Page 23 of 63 .rufuru, No. 56556 NT STATE OF FRANKLIN STRUCTURES RXOR . for . i �4... Member Fp F,.' M V Moment Shear ATL ALL Max Span psi psi in9b Ib In in in in 1 2694 1 265 57620 2451 121 157 127 1 119 1 9It- 111n 2 2694 1 265 115239 4903 171 314 159 160 1 12ft-6 in 3 2694 265 172859 7354 210 471 182 14 ft-3In 4 5 6 a 7 8 9 10 fordeflection T Load = 375 psf ATL 240 Ca= 1 •n Member Fe F�' M V Moment Shear ATL ALL Max Span psl psi fn*lb lb W in in in 1 2694 1 265 57620 1 2451 1 121 157 127 1 119 1 0It- 11 in 2 2694 1 265 115239 4903 1 171 314 159 15D 1211-6in 3 2094 265 172859 7354 210 471 182 172 140-3 in 4 5 6 7 8 9 70 forwind ATL 4nn C, 16 10/9/2018 Member Fe F: M V Moment Shear ATL ALL Max Span psi psi With W in in in In 1 1 4310 1 424 92191 3922 1 2974 94128 1004 1 10041 83ft-Bin 2 4310 1 424 1B4383 7844 4207 188256 1265 12651 105 R-5in 3 4310 424 276574 11766 5152 282384 1449 1449 1200-8 in 4 5 6 7 8 9 10 Member No. Manufacturer Width Depth Fv F. E Coer Ir S. Cr in in psi psi psi In' In" 1 1 Mkiclam 1.5 9.25 1 2600 1 265 2000000 0.13E 1 98.93 21.39 1 1 2 2 Microllam 1.5 9.25 2600 1 265 2000000 0.136 19T86 42.78 1 3 3 Microltam 1.5 9.25 2600 265 2000000 0.136 296.79 64.17 1.15 4 5 6 7 8 9 10 Max Span 9 it-11 In 12It-6In 14 ft - 3 in FEE a� romu..m.ne,�s w..+ocveuu.= �n..rw muvmr. T 4reaovm ar tea""'=e p•�, IVII-Ilnir .�� �a� Page 24 of 63 Dimensional Lumber Header Spans Load Supporting Roof Only Sidewall Final Tabta Roof Dead Load = 15 psi Wind Speed = 140 mph Roof Live Load= 20 psf Exposure - C Floor Dead Load= 10 psf Mean Roof Height= is it Floor Uve Load = 40 psf Wind Load (int) _ -W.54 psf Width of Box= 15 it Wmtl Load (ext) _ -48.12 psf Overhang Length = 12 in Wind Load (OM - -67.47 psf NT FRANKLIN STRUCTURES Tess load: 5800 Truss spacing: 24- Ltm herspedas: SPF Wall Dead Load = 40 plf for shear and moment T Load= 290 pif ATL 180 Cd= 1.25 L Load = 166 plf A U. 240 Mar Sm Member Fs' F,.' M v Moment Shear ATL ALL ' PSI psi in -lb to 1n In _ In In Mu Span 1 1 1641 1 169 5127 844 41 1 70 1 45 59 311-5111 2 1641 1 169 10049 1181 57 98 1 64 70 4ft-9In 3 1422 169 21506 1856 84 154 101 111 7ft-Oln 4 1313 169 9494 2447 006 203 133 146 8ft-10 in 5 1203 169 51471 3122 330 258 170 186 10 ft-1D in 6 7 8 9 10 for dell T Load= 29D plf ATL 180 Ca= 1.26 L Load = 166 pit A LL 240 Mar Cn Member Fb'' Fv' M v Moment Shear ATL ALL Pet psf in -lb lb in In in in Max Span 1 1 1641 1 169 5127 844 1 41 70 1 46 1 50 1 3ft-Sin . 2 1641 1 169 10049 1151 57 98 1 64 1 70 41t-91n 3 1422 169 21506 IB56 84 154 101 Ill 7ft-Oin 4 1313 169 34494 2447 108 203 133 14fi 8 ft-10 In 5 1203 169 51471 3122 130 258 170 186 10it-10 in 6 7 8 9 10 for%ind WLoed= 226 pit ATL 180 Cd= 1.6 Wind Load Used =.Exterior Member Fs' F: M v Moment Shear ATL ALL psi psi N'@ to In In in In Man Span 1 1 2100 1 216 '5553 1080 1 52 1 115 1 50 50 1 1 4ft-1 In 2 2100 216 12863 1512 1 73 161 1 70 70 5ft-9 in 3 1820 216 27528 2376 108 253 1 110 11D 9It-010 4 1600 218 44153 3132 137 333 145 145 11 11- 5 m 5 1540 216 65883 3996 167 425 1B5 185 13ft-11 in 6 7 8 9 10 Member No. Sp/Grade Width Depth Fe Fr E I, S. C, Cr in in psi psi psi in' ire x Cy 1 2 1 2 1 1.5 25 875 135 140D000 3.91 1 3.13 1 1 1.5 2U 2 2 1.5 35 675 135 14000DO 10.72 1 6.13 1 1 15 3 2 2 1.5 5.5 875 135 1403000 41.59 15.13 1 1.3 4 2 2 1.5 725 875 135 1400DD0 95.27 26.28 1 1.2 5 2 2 1.5 9.25 875 135 1400000 197.80 42.78 1 1.1 6 7 8 9 10 mmr+e.wr.=.. wn+a= veu=.mR..a rw,u..ea.umwa oww ura.mr.+c=anw mnvevF m�,.s.rn uo nwaavm BY mx� ow rpwc. mw .o N Mu Span 3ft-5 in 4ft-91n 7ft-0 in 8 ft-10 in 10 it-10 in No.56556 STATE OF �[0R100'/ 10/9/2018 Page 25 of 63 Dimensional Lumber Header Spans Load Supporting Roof ONy Sidewall Final Table Roof Dead Load = 15 psf Wind Speed = 140 mph Roof Live Load= 20 psf Exposure= C Floor Dead Load= 10 psf Mean Roof Height= 18ft Floor Uve Load = 40 psf Wind Load N) = -33M psf WidBi of Box= 15 It Wind Load (ed) _ 48.12 psf Overhang Length = 12 In Wind Load (OH) = -67.47 psf Wall Dead Load = 40 plf for shear and moment T Load= 290 pif ATL 240 Cd= 1.25 L Load = 165 pif ALL 360 NT FRANKLIN STRUCTURES Truss load: 59D 0 Tress spacing: U - .Lumber Species: Member Fe F,' M v Moment Shear ATL ALL Pei psi Nib th in In in In Max Span 11 1376 1 219 4297. 1094 37 1 91 1 42 44 1 1 3ft-1 in 2 1 1375 1 219 8422 1631 52 127 1 58 61 411-41n 3 1250 1 219 16906 2405 79 199 92 97 Eft-7in - 4 1156 219 30388 3172 100 263 121 127 8ft-4In 5 1000 219 42781 4047 119 335 154 162 9ft-11 in 6 7 e 9 10 for dell T Lead 29D pif ATL 180 Cd= 1.25 L Load - 166 pif A U. 240 Member Fe F�' M v Moment Shear ATL ALL PSI psi Inib to 01 In in In Max Span 1 1375 219 4297 1094 37 91 46 50 3ft-1 in 2 1375 219 B422 1531 52 127 64 70 4ft-41n 3 1250 219 18906 24DB 79 199 101 111 6ft-7in 4 1156 219 30358 3172 100 263 133 146 aft-4 in 5 1000 219 42781 4047 119 335 170 185 9 ft-11 in 6 7 8 9 10 for wind W Load = 226 pir ATL In Cd = 1.6 Wind Load Used = Ededor Member Fs' F.' M v Moment Shear ATL ALL psi psi Nib to In In In in Max Span 1 176D 280 55DO 1400 1 1 48 1 149 1 50 50 1 1 4ft-0 in 2 1760 280 10780 1960 1 67 209 1 70 70 1 5ft-7 in 3 1600 280 24200 3080 101 328 110 110 Bft-513 4 1480 280 38896 4050 12B 432 145 145 loft -Bin 5 1280 280 54760 61BO 152 551 185 185 12ft-Bin 6 7 8 9 10 Member No. Sp/Grade Width Depth Fe F,. E Id S. C, Cr In in psi psi psi w in, x Cd, 1 2 2 1 1.5 2.5 1100 175 1400000 3.91 1 3.13 1 1 7 2 2 2 1.5 3.5 MG 175 1400000 10.72 6.13 1 1 1 3 2 2 1.5 5.5 1000 175 140DOOD 41.59 1 4 2 2 1.5 725 925 175 1400000 9527 1 5 2 2 1.5 9.25 800 175 1400000 197.B6 1 6 riEJ 7 M 8 9 10 Max Span 3ft-1 in 4 R - 4 in 6 ft-71n 8ft-4 in Sit-11 In No. 56556 &tie STATE OF 10/9/2018 m=.m=aaaanv. cmv.*,� veu�annm=t �u.w=,.dmuv m� d�ecm.w ,m..mxs ....mv.aaymm w.a�uxr •may_.. aeraovm ar r«cwa �w nwnst.e_tte__. d�tt� N RINC. uv anm.cv>� tea,., wb APPROVED BY �Wa,i Dw Awc. � en N Page 26 of 63 Dimensional Lumber CL Header Spans Truss type: Non -storage FRANKLIN STRUCTURES Total truss snow loading reaction: 580 # Truss load per half: 580 # Truss spacing : 24 "o1c i Total truss uplift reaction: 451;# Truss load per half: 451 # Lumber species: SYP T Load = 290 plf A TL 180 Cd = 1 Fc1= 656 PSI r , --A _ 0479 ..If A LL Oen C. = 1 Ft= 675 PSI Member No. Sp / Grade Width Depth Fb FT E Flat or Ix S,r C, Cr in in psi psi psi Edge in" in' x Cr 1 2 1 #2 1 1:5 3.5, 1 1100 175 E 10.72 6.13 1 1 2 2 #2 1.5 5.5 1000 175 E 41.59321.5 7,25 925 175 t1400000 E 95.274 2 #2 1:5 9.25 800 175 E 19T 6 42.78 15 2' #2 1.5 11.25 750 175 E 355.96 6328 1 1 Max Span 3 ft -10 in => 5ft-1 in =a Eft-Oin _> 6ft-7in =_> 7ft-tin Member 1 Fy psi 1100 FV T psi 175 M in*Ib 6738 V lb 1225 Ft 9.1651 Comb F, reduc 0.985422 Moment in 41 Shear in 101 A TL in 64 A LL in 64 Max Span 3 ft -10 in 2 1000 175 15125 1925 1 5.6324 0.879032 70 159 101 101 5ft -1 in 3 925 175 24310 2538 4.4246 0.816463 89 210 133 133 6 ft- 0 in 4 800 175 34225 3238 3,4679 0.753394 106 26B 170 170 6 ft - 7 in 5 750 175 1 47461 3938 2.8514 0.695853 1251 326 206 206 7ft - 2 in Check spanslbased on uplift T Load = 225.5 plf A TL 180 Cd = 1.6 Lumber species: SYP L Load = 169.125 plf A LL 240 CH = 1 Member No. Sp / Grade Width Depth Fb Fv E Flat or I, S Cr Cf in in psi psi psi Edge in" in' x Cf 1 2 1 2 1 1.5 1 3.5 1 1500 1 110 114uuuuul E 1 10.72 1 6:13 11 1 2 2 2 10D0 175 1400000 E , 41.59 15.13 1 1 3 2 2 1:5 7:25 925 175 1400000 E 95.27 26.28 1 1 4 2 2 1.5 9:25 800 175 1400000 E 197.66 42.78 1 1 5 2 1 .2 1 1.5 1 11.25 1 750 1 175 1400000 E 355.96 6328 1 1 No. 56556 STATE OF OR%Dt Max Span 5ft-3in 6ft-6in 7ft-bin 8ft-4in 9ft-1 in Fb Psi 2400 F psi 175 M in*lb 14700 V lb 1 1225 1 Ft 9.17 Comb F, reduc 0.986422 Moment In 69 Shear in I 101 A TL in 1 64 A LL in 64 Max Span 5 ft - 3 in 1600 175 24200 1925 5.83 0.871211 89 159 101 101 6 ft - 6 in 1480 175 38896 2538 4.42 0.81 E463 113 210 133 133 7 ft - 8 in 1280 175 54760 3238 3.47 0.753394 134 266 170 170 8 ft -4 in 1200 175 75938 3938 2.85 0.695853 158 326 206 206 9ft -1 in 10/9/2018 Page 27 of 63 Dimensional Lumber CL Header Spans Truss type: Non -storage FRANKLIN STRUCTURES Total -truss snow loading reaction: 580 # Truss load per half: 580 # Truss spacing : 24 "o/c Total truss uplift reaction:.451 # Truss load per half: 451 # Lumber species: SYP T Load = 290 plf A TL 180 Cd = 1 I L Load = 217.5 plf A LL 240 CH = 1 Member No. Sp / Grade Width Depth Fb F� E Flat or Ix Sx Cr Cr in in psi psi psi Edge in" in' x Cf, 1 3 #2 1.5 3:5 1 1100 1 175 1 14000001 E 1 1608 1 9.19 1 1.15 1 -1- 2 3 #2 1.5 5.5 1000 175 1490000 E 62.39 22.69 1.15 1 3 3 #2 1.5 7.26 925 175 1400000 E 142.90 39.42 1.15 1 4 3 #2 1.5. 9.25 800 175 1 14000001 E 1 296.79 1 64.17 1 1.15 1 5 3 #2 1.5 11.25 1 750 1 175 1 14000001 E 1 533.94 194.92 1.15 1 Member Fb- F, M V psi psi in*Ib lb 1 1265 175 11622 1 1838 2 1150 175 26091 2888 3 1064 175 41935 3806 4 920 175 59038 4856 5 863 175 81870 5906 _ A! No.56556 checK spans based on uputt 10/9/2018 T Load = 225.5 pit A TL 180 L Load = 169.125 plf A LL 240 STATE OF F<OR104' Max scans Max Span => Sft•2in => 7ft-bin => 9ft-9in => lift-7in => 13ft-Bin Moment Shear A TL A LL in in in in Max Span 62 152 74 74 5 ft - 2 in 92 239 116 116 7 ft - 8 in 117 315 152 152 9ft-9in 139 402 194 194 11 ft - 7 in 164 489 236 236 13 It - 8 in or species:'SYP Member 'No. Sp / Grade Width Depth Fb FY E Flat or Ix Sx Cr Cr in in psi psi psi Edge in' in' x Cb, 1 3 2 1.5 1 3.5 1 1500 1 175 1400000 1 E 16.08 1 9.19 1 1.15 1 1 2 3 2 1.5 5.5 1000 175 1400000 E 12.39 22.69 1.15 1 3 3 2 1.5 7.25 925 175 1400000 E 142.90 39.42 1.15 1 4 3 2 1.5 9.25 800 1 175 1 14000001 E 1 296.79 1 64.17 1 1.15 1 5 3 2 1.5 11.25 1 750 1 175 1 14000001 E 1 533.94 1 94.92 1.15 1 MAY snnn- Max Span 6ft-1 in 9ft-7in 12ft-5in 14ft-8in 17ft-4in Member Fb- F, M V Moment Shear A TL A LL psi psi in*Ib lb in in in in Max Span 1 2760 175 1 25358 1 1838 1 91 1 152 1 74 1 74 1 6ft - 1 in 2 1840 175 41745 2888 117 239 116 116 9ft - 7in 3 1702 175 67096 3806 149 315 152 152 12 ft - 5in 4 1472 175 1 94461 1 4856 1 176 402 194 1 194 14 ft - 8 in 5 1 1380 1 175 1 1309921 5906 1 1 1 1 208 1 489 1 236 1 236 17 ft - 4 in m..Vn.mRbw,u� fnYiry Vggimo�rtlN gPPgOYEB BY F..nabga IVIHwr.. �� ° Page 28 63 m�m of n.. �+mvoemm army. a raavmr .�•a�..o �emm'nn� na RPpHOYFD BY kvnmrya Aar YR N RING"' Dimensional Lumber CL Header Spans Truss type: Non -storage FRANKLIN STRUCTURES Total truss snow loading reaction: 580 # Truss load per half: 580 # Truss spacing : 24 "o/c Total truss uplift reaction: 451 # Truss load per half: 451 # Lumber species: SYP i T Load = 290 plf A TL 180 Cd = 1 I L Load = 217.5 plf A LL 240 CH = 1 Member No. Sp / Grade Width Depth Fb FY E Flat or I, S. C, Cr in in psi psi psi Edge in" in' x C, 1 1 #2 1 5.5 1 1.5 1000 175 1400000 F 1.55 2.06 1 1 1.15 2 2 #2 1 5.5 1 1.5 1000 175 1400000 F 3.09 4.13 1 1.15 3 3 #2 1 5:5 1 1.5 1000 175 1400000 F 4.64 6.19 1.15 1.15 4 5 Max Span _> 2ft-bin => 3ft-bin _> 4ft-0in Member Fb' F, M V Moment Shear A TL A LL Max Span psi psi in`Ib lb in in in in 1 1323 175 2728 963 1 1 1 1 30 1 80 1 34 1 34 1 2 ft - 6 in 2 1323 175 5455 1925 42 1511 42 42 3 ft - 6 in 3 1521 175 9410 2888 55 239 49 49 4ft - 0 in 4 5' GhecK spans,baseo on uplltt T Load = 225.5 plf A TL 180 Cd = 1.6 Lumber species:'SYP L Load = 169,125 plf A LL 240 CH = 1 Member No. Sp / Grade Width Depth Fb FY E Flat or Ix Sa C, Cr in in psi psi psi Edge in" in' x Cb, 1 1 2 5.5 1.5 1000 175 1 14000001 F 1 1.55 1 2.06 1 1 1 1.15 -2 2 2 5.5 1.5 1000 175 1400000 F 3.09 4.13 1 1.15 3 3 2 5.5 1.5 1000 175 1400000 F 4.64 6.19 1.15 1:15 4 5 Max Span 2ft-10in 3ft-10in 4ft-4in Member Fb- F, M V Moment Shear A FL A LL I Max Span bsi osi in'Ib lb in in in in 521 175 9410 2888 %\�pOERTOMgS��ii�i 63 `� y�C Hlid#`\ */ No.56556 Nit �aQ'y STATEOF /_ �Aue01O/9/2018 5R-lu IF 4ft-4in Page 29 of 63 Laminated Veneer Lumber CL Spans Truss type: Non -storage Franklin Structures Load: 580 # x 1.29 11.4 (adjustment for 20' mean ht) Truss uplift load per half: 580 # Truss spacing : 24 " x (1.29 / 1.4 ) x 21.2 / 26.5 T Load = 290.0 plf A TL 180 End zone of Roof = 57.2 Psf Coef. per ESR 1387 L Load = 217.5 plf ALL 240 Interior zone of Roof = 38.3 Psf Fc1= 656 PSI Ft= 67575 PSI Max v FOR 1 JACK STUD: 1697.4 Lb. Cd = 1.15 Member No. Manufacturer Width Depth Fb Fv E Coef I, S, Cf in in psi psi psi in" in' 1 1 I Microllam 15.5 1.5 2400 240 2000000 0.136 1.55 2.06 1.327 2 2 Microllam 5.5 1.5 2400 240 2000000 0.136 3.09 4.13 1 1.327 3 3 Microllam 5.5 1:5 2400 240 2000000 0.135 4.64 6.19 1IN 4 Max spans Max Span Member Fe F, M v Moment Shear A TL A LL Max Span psi psi in*lb lb in in in in 1 3662 1 276 1 7553 1 1518_1 1 50 1 126 1 38 38 1 3 ft -1 in 2 3662 276 15106 1697 70 140 48 48 3 ft -11 in 3 3662 276 22659 1697 86 140 55 55 4ft - 6 in 4 1 1 1697 Total truss uplift reaction: 451 # T Load = 225.5 plf A TL 180 L Load = 169.1 plf A LL 240 Cd = 1 Coef. per ESR 1387 Manufacturer Width Depth Fb Fv E Coef IX Sx in in Dsi Dsi osi in ins MPflBVEB BY {n p.mpaOR n ��j� AINC. wumoa aiorso e'ry 1 1 Microllam 1 5.5 1 1.51 2400 1 240 12000022 0.136 1.55 2.06 1.327 2 2 Microllam 5.5 1.5 2400 240 2000000 0.136 3.09 4.13 1.327 3 3 Microllam 5.5 1.5 2400 240 20000001 0.136 4.64 6.19 1.327 4 No. 5655 STATE OF �ti <OR10t', Fe M v in*lb lb Ft Comb F iviax spans Moment Shear in in Max Span 3ft-5in 4ft-31n 4ft-11 in A LL Max Span in in 4ft-3in 10/9/2018 Page 30 of 63 Laminated Veneer Lumber CL Spans Load: 700 # Truss spacing : 24 " Truss type: Non -storage Franklin Structures Truss uplift load per half: 700 # T Load = 350.0 plf A TL 180 End zone of Roof = 57.2 Psf Coef. per ESR 1387 L Load = 262.5 plf ALL 240 Interior zone of Roof = 38.3 Psf Fc1= 656 PSI I Ft= 675 PSI Max v FOR 1 JACK STUD : 3394.8 Lb. Cd = 1 Member Fe F,' M v Moment Shear A TL 711 L Max Span psi psi in*lb lb in in in in 1 3252 1 240 1 19917 1 1680 1 1 73 1 115 1 66 1 68 1 1 5 ft- 7 in 2 3058 240 46250 2640 112 181 107 107 8ft-10in 3 2945 240 Too 3395 145 233 141 141 11 ft - bin 4 2849 240 121888 1 3395 1 1 182 233 1 180 1 180 1 1 14 ft-11 in T Load = 225.5 plf I I narl = 1RA 1 nlf Load: 451.# Truss spacing : 24"' A TL 18o A LL 240 Cd = 1 Coef. per ESR 1387 Member No. Manufacturer Width Depth . Fb Fy E Coef Ix S, C1 in in psi psi psi in in' 1 2 Microllam 1:5 3:5 2750 242 2000000 0..136 10.72 6.13 1.182 2 2 Microllam 1.5 5.5 27.50 240 2000000 0.136 41.59 15.13 1.112 3 2 Microllam 1.5 7.25 1 2750 1 240 120000001 0.136 1 95.27 1 26.28 1.071 4 2 Microllam 1 1.5 1 9.25 1 2750 1 240 120000001 0.136 1 197.86 1 42.78 1 1.036 U psi 3252 No.56556 3058 * _ Jib 2945 STATE OF 2849 rviaA opaua F M v Moment Shear osi in*lb lb Ft Comb F, reduc in in llm.pW mmM.Y,W Gn61rye VBUme Med Os9a'.Y IMYYNNYBJ4{ MNCC.ECYON .LL-I!M alv.b*.Ld9eW dINL MPPOYm BY "'�tl F6 YlY[ ort�� N AINC. ��IW ,�,� ao�,,=. Max Span )IL- 1411 7ft-41n 61 Page 31 of 63 Laminated Veneer Lumber CL Spans Truss type: Non -storage Franklin Structures Load: 700 # Truss uplift load per half: 700 # Truss spacing : 24" T Load = 350.0 pif A TL 180 End zone of Roof = 57.2 Psf Coef, per ESR 1387 L Load = 262:5 plf LL 240 Interior zone of Roof = 38.3 Psf Fc1= 656 PSI I Ft= 675 PSI Max v FOR 1 JACK STUD : 5092.2 Lb. T Cd = 1 J Manufacturer Width Depth Fb F E Coef Ix Sx Cf Max Span in in psi psi. psi in4 ind Microllam 1.5 1 3.5 1 2760 1 240 1 2000000 0.136 1 16.08 1 9.19 1.182 Controls==> Microllam 1.5 5.6. 2750 240 2000000 0.136 62.39 22.69 1.112 10 ft - 2 in RM. mll�. 1 c 1 79G 1 97Fn I 9dn I9nnnnnn I n ins 1 149 An I 3A 42 1.071 13 ft - 5 in I Member i-e r, M v nsi nsi in*lb lb 1 3252 240 1 29875 1 2520 * f 1= 9r No. p 2 3058 240 1 69374 1 3960 3 2945 240 1 116100 1 5092 4 2849 240 1 182831 1 5092 �� 1�r+ T Load = 225.5 pif L Load = 169.1 olf Load: 45,1 # Truss spacing : 24 " A TL 180 A LL 240 �56556 V m-- , STATE OF Moment Shear A TL A LL Max Span in in in in 90 173 1 78 1 78 6 ft - 5 in 137 272 1 IN 1 10 ft - 2 in 178 349 161 161 13 ft - 5 in 223 349 1 206 1 206 1 1 17 ft -1 in /�N10/9/2018 Cd = 1 Coef. per ESR 1387 Member No. Manufacturer Width Depth Fb F E Coef IX S, Cf in in psi psi psi in" in'' 1 3 Microllam 1 1.5 1 3:5 2750 240 2000000 0.136 16A8 9.19 1.182 2 3 Microllam 1.5 5.5 2750 240 2000000 0.136 62.39 22.69 1.112 3 3 Microllam 1.5 7.25 2750 240 2000000 0.136 142.90 39.42 1.071 4 3 Microllam 1.5 9.25 1 2750 240 120000001 0.136 1 296.79 1 64.17 1 1.036 a�wu°�.u.a�.eaum � va ul;-mmm ow IiN ,INC.- MaxSpan Eft-9fn trots==> trots=- 9it-81n Member Fe F, M v Moment Shear A TL ALL Max Span psi psi in*Ib lb Ft Comb F, reduc in in in in 1 3252 1 240 29875 2520 85.905 0.902734 130 358 199 90 Eft-9In 2 3058 240 69374 3960 54.667 0.716643 198 562 156 142 Eft-51n 3 2945 240 116100 5092 41.471 0.625223 255 723 205 187 eft-8tn 4 2849 240 182831 5092 32.505 0.656976 322 723 1 262 238 11 ft - 0 in Page 32 of 63 Sill/Header Calculations - Sidewall FRANKLIN STRUCTURES Sill height = Trib Width = Trib Width = W Load = Member: b= d= No. if Sills Length of header/sill = Ceiling ht = CF bending = Bending +m.Vaman�m. mwuw.edew� mm.M. oar �'etinvm�mm bwCpeCw�w pa�001mrgcers Ime IUIMINC.� I�IOAIa 19 ft 44.5 in Length of header sill 3.708333 ft 44.352 psf #2 SYP 2x 6 Fb = 1000 psi 1.5 in E = 1400000 psi 5.5 in Fv = 135 psi 1' def = L / 180 81 in 108 in 1 Cd bending = 1.6 W = 164.472 plf M = 11240.63 Lb*in V = 740.124 Lb A = 8.25 in2 Sx = 7.5625 in' le = 20.79688 le Fb, = 1600 psi M. = 12100 Lb*in 0.928978 OK for moment F y = 216 psi V = 1188 0.623 OK for shear I �y = 2.438816 in' 0.117268 OK for Deflection % No. 56556 t. gV �= _;al ki STATE OF f= 10/9/2018 Page 33 of 63 Sill/Header Calculations - Sidewall FRANKLIN STRUCTURES Sill height = 19 ft Trib Width = 44.5 in Length of header sill Trib Width = 3.708333 It W Load = 44.352 psf-----4—:EE sill fit. Member: #2.SYP 2x 6 Fh = 1000 psi b = 1.5 in E = 1400060 psi d = 5.5 in F = 135 psi No. if Sills 2 def = L / 180 Length of header/sill = 115 in Ceiling ht = 108 in CF bending = 1 Cd bending = 1.6 Bending W = 164.472 pif M = 22657.73 Lb*in V = 740.124 Lb A = 16.5 in' S. = 15.125 in' la = 41.59375 in' Fe• = 1600 psi M, = 24200 Lb*in 0.93627 OK for moment F,r = 216 psi V,= 2376 0.3115 OK for shear Ireq = 6.97939 in` 0.167799 OK for Deflection TM.a.�m v.m,e. mm.u..<a�..aaanm murder mc� vaunmmma w.d.msc�me .m..mo.mwmaw aimm�� �- wm„�.., .mm ova. r..�md � ow N A NC. � u kc s too"—.,, =y*/ No.56556 STATE OF ""<ORO' 10/9/2018 Page 34 of 63 Sill/Header Calculations - Sidewall FRANKLIN STRUCTURES Sill height = Trib Width = Trib Width = W Load = Member: b= d= No. if Sills Length of header/sill = Ceiling ht = CF bending = Bendina 19ft 44.5 in Length of header sill 3.708333 it 44.352 psf sill ht. #2. SYP 2x 6 Fb = 1000 psi 1.5 in E = 1400000 psi 5.5 in Fv = 135 psi 3 def = L / 180 15.1 in 108 in 3 Cd bending = 1.6 W = 164.472 plf. M = 39063.81 Lb'in V = 740.124 Lb A = 24.75 in Sx = 22.6875 in' Ia = 62.39063 in" Fw = 4800 psi . ,k M' = 108900 Lb in^�` 0.358713 OK for moment N1AINC. F,t= 216 psi V = 3564 0.201667 OK for shear I,eQ = 16.79992 in' 0.253242 OK for Deflection STATE OF .m ,EUmmm 10/9/2018 Page 35 of 63 Strap Connection Load Supporting Roof Only Sidewall Roof Dead Load = 15 psf Wind speed = Roof Live Load = 20 psf Exposure = Floor Dead Load = 10 psf Mean Roof Height = Floor Live Load = 40 psf Wind Load (int) _ Width of Box = 15.000 ft Wind Load (ext) _ Overhang Length = 12 in Wind Load (OH) _ Wall Dead Load = 40 pif Stud sp = 16 in o/c Strap Capacity = 412 Ibs 6-0.113x2" nails: 26 ga strap with (6)16 ga staples or 0.113.2" nails each end Connection of truss to wall Uplift Load Uplift Load Strap Capacity int (plf) ext (pif) (Ibs) 226 225 412 End Stud Uplift Straps No. of Straps Max Opening in Interior Zone I ExtedoFZ ne 1 2ft-3in 2ft- 3in 2 5ft-11 in 5ft-11 in 3 9ft-7in 9ft-7in 4 13ft-3in 13ft-3in 5 16ft-11in 16ft-11in 6 2011-7in 20ft-7in 7 24ft-3in 24ft-3in 8 27ft-11 in 27ft-11 in Check strap req. with 7116" OSB sheathing 2410:. 140 mph C 20 ft -33.54 psf -48.12 psf -67.47 psf 412.2468 Ibs Center Stud Uolift Straps No. 5655 STATE OF t'btORO'. No. of Straps Max Opening in Interior Zone Exterior Zone 1 3ft-7in 3ft-7in 2 7ft-3in 7ft-3in 3 loft-11in 10ft-11in 4 14ft-7in 14ft-7in 5 18ft-3in 18ft-3in 6 21ft-11in 21ft- 11in 7 25ft-7in 25ft-7in 8 29ft-31n 29ft-3in Per APA report E510A & WFCM, the allow. tension capacity of 7/16" OSB - tension only: 1500 pif Max uplift per corner (stud) = pif x 16"x0.5/12 : 1000 lb 8d nail shear capacity 73# x 1.6 = 116.8 lb Req. # of nails: 8.5616 use 9 nails lend per stud location 15ga.x 7/16xl.5" staple capacity: 64# x 0.82 x 1.6 = 82.944 lb Req. # of staples: 12.056 use 1215ga staples /end per stud location Uplift Load Uplift Load Strap Capacity int (plf) ext (plf) (Ibs) 226; 226 412 End Stud Uplift Straps Center Stud Uplift Straps No. of Straps +7116"OSB Max Opening in Interior Zone I Exterior Zone OSBonI 7ft-6in 7ft-bin 1 11ft-2in j 11ft-21n 2 14ft-10in 14ft-10in 3 18ft-61n 18ft-6in 4 22ft-1in 22ft- tin 5 25ft-9in 25ft-9in 6 29ft-5in 29ft-5in 7 33ft- tin 33ft-1in 8 36ft-9in 36ft-9in rom"..e,m..eswy avaeovm ar `v^.im� "�. 14 AINC O°� wia+our No, of Straps +7/16"OSB Max O enin in Interior Zone Exterior Zane OSB only 8ft- 10in 8ft-10in 1 12ft-6in 12ft-6in 2 16ft- 2in 16ft- 2in 3 19ft-10in 19ft-10in 4 23ft-5in 23ft- 51n 5 27ft-1in 27ft-iin 6 30ft- 9in 30ft-9in 7 34ft-5in 34IIIn 8 38ft-1in 38ft-1in Page 36 of 63 FRANKLIN STRUCTURES 2 Date: 10/2/2018 SIDEWALL STUD CALC. 2x6 Stud (s) 7dI, I .. - , SYP 2 Speed MPH 130 MPHA 140 MPH Fb x Cd x Cf x Cr: 1840 Psi Wind load @ interior of walls: 44.1 PSF 49.1 PSF Fv x Cd: 175 Psi Wind load within 3' of ends: 55.6 PSF 60.6 PSF Ft xCdxCf : 1080 Psi Opening width (L) : 110.0 " 69.0 " 5.75 E : 1400000 Psi O pening width L) within T : 1 110.0 " 69.0 " Wind factor (Cd) : 1.6 No. studs: 2 Width; 180 " Max. Rep. (Cr) : 1.15 No. studs within T: 2 Eave : 12 " Max. Size factor (Cf) : 1 Stud spacing : 18.0 " Exposure: C Stud ht.: 105.75 " Mean of height: 20' within 3' 2x 6 b: 3" d: 5" 1) Calculate Section properties: 2 bd 130 MPH 140 MPH Fb Exceeds Fb.Exceeds Fb ok @ Int. Fb ok @ end Fvok@int. Fvok@end Fvok@int. Fvok@end N.G. N.G. Def okint. Def. ok ends 1.30 t:21 1.00 0.96 S'= -- S= 12.5 InA2 D 6 • S within 3ft = 15.125 InA2 3 d bd I = - I = 31.25 InA2 b D 12 1 within 3ft = 41.59376 InA2 2) Calculate distributed loading : Loading area 1 W1= -xPSFx (2xl2) 12 130 MPH 1 140 MPH W @ Int.:1 20.1 PLI 1 15.4 PLI W @ end: 1 22.5 PLI 1 17.8 PLI W within 3' of ends = W1 + (PSF(vAthln 3')-PSF)x(3'-0.674x(L-(3-0.67 )x0.5)/L 3) Calculate required bending moment: Iststud 16" from cndxatl is evaluated, 2 since Ist stud is reinforced by eudwall. W H 130 MPH I 140 MPH M=- 0 M MI : 28061.22 Lb -in 21462.89 Lb -in Me: 31389.27 Lb -in 1 24908.62 Lb''-inO. Fb (int. 2244.897 Fb Excee 1717.031 Psi K Fb (ends) 12076.323 Fb Exceecl 1646.851 IPsi OX f b(required) _ S 4) Calculate reauired Shear Stress WH 3v V = --- Fv = -- 2 2bd 5) Check Deflection 4 5WH Def =- 384 El 13�� 1440 MPS V i 1061.417 LB. 811.8351 LB. Ve 1187.301 LB. 942.17 LB. Fv Int. 106.1417. PSi•,O.K 81:18351 Psi O.K• Fv ends 59.36504 Psi O.K 47.1085 Psi O.K Must be less than L/180. 130 MPH 140 MPH ArtAllnwalYla I Artual I Allowable Def. int. 0.747168 1 0.5875 1 N.G. 10.571478 1 0.5875 Def ok Int. Def. (end) 0.627935 1 0.5875 1 N.G. 10.498291 1 0.5875 IDef. ok ends MPH end zone T 1 1335.75 # 33 15.75 # 1286.32 # 1086.32 ft -� 89.05 72.42 72.42 +tb/Fb= b-ft)/Fb'= it No. 56556 STATE OF :,f4ORIP`t4 10/9/2018 ro.eM.aw..,a. mn.". DSw4 �au�mma ruu"..am.me� .uo�am .m.,.y". - as w MPPOVED BY Ea "u ow^ L Page 37 of 63 FRANKLIN STRUCTURES SIDEWALL STUD CALC. SYP 2 Fb x Cd x Cf x Cr : 1840 Psi Fv x Cd : 175 Psi FtxCdxCf: 960 Psi E : 1400000 Psi Wind factor (Cd) : 1.6 Rep. (Cr) : 1.15 Size factor (Cf) : 1 Stud ht.: 105.75 " b : 4.511 d: 5" 1) Calculate Section properties: 2 bd 3 W Stud (s) J(s) (a) single opening Date: 10/2/2018 opening stud (a) or multi opening stud(m) : 1 130 MPH 44.1 PSF 55.6 PSF 110.0 " s 140 MPH 49.1 PSF 60.6 PSF 110.0 ^ 9.166666667 'Speed (MPH) : Wind load @ interior of walls : Wind load within 3' of ends: Onenino width (L) : No. studs: 3 Width : 180 " Max. No. studs within 3': 3 Eave : 12 " Max. Stud spacing : 18.011 Exposure: C Mean roof heiqht: 20' within 3' 2x 6 130 MPH 1 140 MPH Fb ok @ int. Fb ok @ end Fb ok @ int. Fb ok @ end Fv ok @ int Fv ok @ end Fv ok @ int. Fv 6k @ end Def, ok int Def. ok ends Def ok int Def. ok ends 1 0.89 0.83 0.99 0.92 S = ----- S = 18.75 InA2 6 Swithin 3ft= 22.6876 InA2 3 d bd � I = --- I = 46.875 InA2 b 12 1 within 3ft = 62.39063 InA2 D 2) Calculate distributed loading : D Loading area 1 W1=------ xPSF x (2x12) 12 130 MPH 1 140 MPH W @ Int.: 1 20.3 PLI 1 22.6 PLI W @ end: 1 22.7 PLI 1 25.0 PLI W within T of ends = W1 + (PSF(within 3�-PSF)x(3'-0.674xx(L-(3'-0.67')x0.5)/L Topu�� SNP. 3) Calculate required bending moment: tstslua 16^from endµrell isevafneted, 2 since lst stud is reinforced byendw11. W H 130 MPH 140 MPH "` Bl M = - AINC. 8 M f b(required) _ ----- Mi : 28382.53 Lb -in 31598.15 Lb -in Me: 31753.26 Lb -in 34968.88 Lb -in Fb int. 1513.735 Psl O.K 9685.234 P.si O.K Fb ends 1399.593 1 Psi O.K 1 1541.328 1 Psi O.K S 4) Calculate required Shear Stress 13�H1 14�H1 WH 3v V = - Fv = ---- 2 2bd 5) Check Deflection 4 5WH Def =- -- 384 El 1073.671 LB. 1195.202 LB. 1201.069 2 LB. 1322.7 LB. jends 71.5 Psi O.K 79.68612 Psi OX 26.69042 jFsi O.K 129.39333 IPsi O.K Must be less than U180, 130 MPH 140 MPH Actual Allowable Actual I Allowable Def. int. 0.503815 1 0.5875 1 Def. ok int. 1 0.560895.1 0.5875 IDef ok int. Def. (end) 0.423478 1 0.5875 1 Def. ok ends 10.466363 1 0.5875 1 Def. ok ends rnN T, 19 %GEX14P`, No. 56556 STATE OF 10/9/2018 FRANKLIN STRUCTURES 3 SIDEWALL STUD CALL. 2x6 Stud (s) Page 38 of 63 Date : 101212018 Input nomal stud (n), single opening stud (s) or multi opening stud (m) : s SYP 2 Seed (MPH): 130 MPH 140 MF Fb x Cd x Cf x Cr : 1840 Psi Wind load @ interior of walls: 44.1 PSF 49.1 P: Fv x Cd: 175 Psi Wind load within 3' of ends : 55.6 PSF 60.6 PE Ft xCdxCf : 960 Psi Opening width L 110.0 " 110.0 E : 1400000 Psi Opening width (L) within 3' : 110.0 " 110.0 Wind factor (Cd) : 1.6 No. studs: 3• Width : 180 " Rep. (Cr) : 1.15 No. studs within T: 3 Eave : 12" Size factor (Co : 1 Stud spacing: 18.011 Exposure: C Stud ht.: 105.75 " Mean of height: 20' within 3' 2x 6 b: 4.5" d: 5" 1) Calculate Section properties: 2 bd 130 MPH 1 140 MPH Fb ok @ int Fb ok @ end Fb ok @ Int Fb ok @.end Fv ok @ int. Fv ok @nd vok@in.. Fv ok @'end Def,okint. Defoken eF inl Def. ok ends 0.89 0.83 0.99 0.92 S = -- S = 18.75 InA2 -� 6 S within 3ft = 22.6875 InA2 b d -� I = ------ I = 46.875 InA2 b -� 12 1 within 3ft = 62.39063 InA2 -� 2) Calculate distributed loading : Loading area 1 W1 = - x PSF x ------ (2x12) 12 130 MPH 1 140 MPH W @ Int.: 1 20.3 PLI 1 22.6 PLI W @ end: 1 22.7 PLI 1 25.0 PLI W within T of ends = W1 + (PSF(within 31-PSF)x(3'-0.67 x(L-(3'-0.67')x0.5)/L 3) Calculate required bending moment: Iststud l6" from endwall is evaluated, 2 since 1st stud is reinforced by endwall. W H F130 MPH 140 MPH M= - 8 M f b(required) = --- " 19.166666667 Max. Mi:j 28382.53 Lb -in 131598.151 Lb -in Me: 31753.26 Lb -in 34968.88 Lb -in Fb (int. 1513.735 PSI O.K 11685.234 jPsi CIA Fb (ends) 1399.593 IPsi O.K 1541.326 Psi O.K S 4) Calculate required Shear Stress 130 MPH 140 MPH WH 3v V=-- =- - 2 2bd V i 1073.571 LB. 1195.202 1322.:10/9/201 t_B. Ve 1201.069 LB. 5) Check Deflection: 4 5 W H Must be less than U180. Def =--- ----130 MPH 140 384 El AActual Allowable I Actual Def. int. 0.503815 1 0.5875 Def. ok Int. 0.560895 Def. end 0.4234781 0.5875 1 Def. ok ends 0.466363 6) Check combined tension & bending : Wu T ft 130 MPH end zone 140 MPH 20.47124 20.47.124 24.27531 1412.62 # 1412.52 # 1675 # 62.78 62.78 74.44 ft / Ft + fb / Fb = 0.89 0.83 0.99 !fh-ftl/Fb'= 0.79 0.73 0.88 rncq�.0e fuut"c \'BLfimmmM .�. ,. MPHOVFD BY ��j� IVIpINC. ok int. ok ends `�uuutrrrii �ERTOM4,9, _9 No.56556 i �i STATE OF */��ONAV��o 10/9/2018 Page 39 of 63 Column Calculation - Sidewall FRANKLIN STRUCTURES Int Zone Load Supporting Roof Only DL = 10 psf LL = 20 psf Deflection Limit = L/ 180 Mod W = 15 ft Height of Col = 108 in Typ Stud Spacing = 16 in c/o T Load = 290 plf No of 2x in Header = 3 W Load = 37.023 psf Fb = 500 psi Member: 2x6 SPF #3 cut to 5"+ osb E = 1200000 psi b = 3 in Fv = 135 psi d = 5 in F. = 500 psi CF comp = 1.1 Cd comp = 1.15 CF bending = 1.3 Cd bending = 1.6 Bending of Jambs A Jamb S. Jamb Ix Jamb Jamb/Jacks (M) (in in° 1 Jamb / Y Jack 15.00 12.50 31.25 2 Jamb / Y Jack 30.00 25.00 62.50 3 Jamb / Y Jack 45.00 37.50 93.75 4 Jamb / Y Jack 60.00 50.00 125.00 Minimum Trib Width (in) Jamb/Jacks M V Ix 1 Jamb / Y Jack 111 2 Jamb / Y Jack 222 3 Jamb /Y Jack 383 I 4Jamb /YJack 510 Compression of Jacks A Jack Jamb/Jacks (in) X Jamb / 1 Jack 15 311 99 622 198 933 296 1245 395 I� X Jamb 12 Jack 30 108 Fr,L (header) Jamb/Jacks (psi X Jamb / 1 Jack 425 XJamb /2Jack 425 Fb' F, M V (psi) (psi) - (in•lb) (lb) 1040 216 13000 2160 1040 216 26000 4320 1196 216 44850 6480 1196 216 59800 8640 Minimum Header Length (in) M V Ix 103 303 91 214 614 190 375 925 288 502 1237 387 ley Ijd F. F.* CL F,' Max HL (in) (psi) (psi) (psi) (in) 1 21.60 772 632.5 0.755 477 593 1 21.60 772 632.5 0.755 477 1185 A of header on jamb Max HL 7.5 15 Jamb/Jacks Max header Length 1 Jamb / 1 Jack 91 in 7 ft- 6 in 2 Jamb / 1 Jack 190 in 15 ft- 9 in 3 Jamb / 1 Jack 264 in 21 ft-11 in 4 Jamb / 1 Jack 264 in 21 ft-11 in 1Jamb /2Jack 91 in 7ft-6in 2 Jamb 12 Jack 190 in 15 ft- 9 in 3 Jamb / 2 Jack 288 in 24 ft- 0 in 4Jamb 12 387 in 32 ft- 3 in 528 �. APPHOYm BY raxan Oxr N Qwr •srn kv-dm. ia�:m No.56556 STATE OF \'C(ORO' 10/9/2018 m..awo..¢n.nw cmnrn. vewvrcm.0 Page 40 of 63 wma+n AVPfi0VEO6T m ppwp euen .n Wu OXT ��j� MMw IVII"IINC. •e-..p ia.a^o.e oa u.wu. Dimensional Lumber CL Header Spans Truss type: NOO-StorageFRANKLIN STRUCTURES Total truss snow loading reaction: 6454 Truss load per half: 509 # Truss spacing : 24 "o/c Total truss uplift reaction: 1509 #. Truss load per half: 509 # Lumber species: SYP T Load = 322.5 plf A TL 180 Cd = 1.15 L Load = 241.875 plf A LL 240 CH = 1 Member No. Sp / Grade Width Depth Fb FT E Flat or Ix S, C, Cr in in psi psi psi Edge in, in' x Cru 1 1 92 1.6 3.5 1100 1 175 1 14000001 E 1 5.36 1 3.06 1 1 1 2 1 42 1.5 6.5 1000 175 1400000 E 20.80 7.56 1 1 3 1 #2 1.5 7:25 925 175 1400000 E 47.63 13.14 1 1 4 1 #2 1.5 9:25 1 800 175 1400000 E 98.93 1 21.39 1 1 1 5 1 1 #2 1.5 11.25 1 750 1 175 1 14000001 E 1 177.98 131.64 1 1 May Anne Max Span ==>I 2ft-9in 4ft-2in _> aft-4in ==>I Eft-4in __> 7ft-6in Member Fy Fv' M V Moment Shear A TL A LL psi psi in•lb lb in in in in Max Span 1 1 1265 1 201 1 3874 1 704 1 1 1 33 1 52 1 49 49 1 2 it - 9 in 2 1150 201 8697 1107 50 82 77 77 4 ft - 2 in 3 1064 201 13978 1459 64 109 102 102 5 it - 4,in 4 920 201 19679 1862 1 76 139 1 130 130 6 ft - 4in 5 863 201 27290 2264 1 90 168 1 158 1 158 7ft -6in Check spans based on uplift T Load = 254.5 plf 4 TL 180 Cd = 1.6 Lumber species: `SYP L Load = 190.875 olf A LL 240 CH = 1 Member No. Sp / Grade Width Depth Fb FT E Flat or Ix Sx Cr Cf in in psi psi psi Edge in" in' x Cr, 1 1 2 1'.5 1 3.5 1500 175 114000061 E 1 5.36 1 3.06 1 1 2 1 2 1.6 5:5 1100 175 1400000 E 20.80 7.56 1 1 3 1 2 1:5 7.25 925 175 1400000 E 47.63 1 13.14 1 1 4 1 2 1.5 1 9.25 800 1 175 1 14000001 In 1 98.93 1 21.39 1 1 5 1 2 1.5 1 11.26 1 750 1 175 1 14000001 E 1 177.98 1 31.64 1 1 iwax bpans nber Fb- F ' M V Moment Shear 4 TL A Lt psi psi in•lb lb- in in in in 1 49 2 1600 175 2100 963 `��ii�RT�s@j��i� 60 72 77 77 3 1480 175 19448 1269 ��� l���ci #�e . ��.� 76 94 102 102 4 1280 175 27380 1619 *({// i * � No 90 120 130 13C 6 1200 175 37969 1969 "01 5�6556 1116- 106 147 158 158 , -0, STATE OF 1`0/9/2018 Max Span 3ft-9in 5ft-0in Eft-4in 7ft-6in 8ft-10in Max Span Page 41 of 63 Laminated Veneer Lumber CL Spans Truss type: Non -storage Franklin Structures Total truss UPLIFT load CL 30' mean roof ht: 509 # x 0.6 x DL adjustment for roof DL (3psf) Truss uplift load per half: 455 # Truss spacing : 24"' T Load = 227.5 plf A TL 180 End zone of Roof = 57.2 Psf Coef. per ESR 1387 L Load = 170.6 pif ALL . 240 - Interior zone of Roof = 38.3 Psf L� Cd = 1.6 Cr Max Span in° in' 5.36 3.06 1.182 5 ft - 2 in 20.80 7.56 1.112 8 ft -1 in 47.63 13.14 1.071 10 ft - 81n 98.93 21.39 1.036 13 ft - 8 in Max Spans Member No. Manufacturer Width Depth Fb FY E Coef Ix S. in in psi psi psi 1 1 Microllam 1.5 3.5 2400 250 2000000 0.136 2 1 - 52-1 am. 1.5 5.5 240D 25D 2000000 0.133 3 1 Microllam 1.fr 7:25 2400 250 2000000 0.136 4 1 Microllam 1.5 9.25 2400 250 2000000 . 0.136 Member Fe F M V Moment Shear A TL A LL Max Span psi psi in'Ib lb in in in in 1 4541 400 1 13905 14001 76 148 1 62 1 62 5 ft - 2 in 2 4270 400 32291 2200 116 232 98 98 8 ft -1 in 3 4112 400 54039 2900 151 306 129 129 10 ft - Bin 4 3978 1 400 1 85100 1 3700 1 1 189 1 390 1 165 165 13 ft - 8 in Total truss SNOW. load at CL: 645 # T Load = 322.5 plf A TL 180 L Load = 241.9 plf A LL 240 Truss snow load per half: 645 # Cd = 1.15 Coef. per ESR 1387 Member No. Manufacturer Width Depth Fb F E Coef 1, S,1 Ur in in nsi nsi Dsi in in° 1 1 Microllam 1.5 3.5 2400 250 2000000 0.136 5.36 3.06 1.182 2 1 Microllam 1.5 5.5 2400 250 2000000 0.136 20.80 7.56 1.112 3 1 Microllam 1 1.5 1 725 1 2400 250 120000001 0.136 1 47.63 13.14 1.071 4 1 Microllam 1 1.5 1 9.25 1 2400 250 120000001 0.136 1 98.93 21.39 1.036 Member Fe F," M V osi Dsi in•lb lb 1 3264 288 1 9994 1 10D6 Is� 2 3069 288 23209 1581 3 2956 288 38841 2084 =y 4 2859 288 1 61165 1 2659 L`C No. 56556 1t STATE OF ,%Nk FZOR%0 4 Av,aA ViJPII.'! Moment She in in m..bNNmw.anw mmur• ve uno�na.a nm.u..e.m..eabNv 1G yq epphillfob ml �' /.CetbN4 Yo.b VebbNp WMs tlPoo[ wtl Y PVPHOVFD BY w.Beova Fn W1� Ox•^x... MNa M1l Y N AIQINC. ymlpq M.0 B Y-.fYR 4ft-7 in 7ft-3fi 9ft-6 in Max Span 7ft-31n "A/n 11n"o Page 42 of 63 Laminated Veneer Lumber CL Spans Truss type: Non -storage Franklin Structures Total truss UPLIFT load CL 30' mean roof ht: 509 # x 0.6 x DL adjustment for roof DL (3pso Truss uplift load per half: 455 # Truss spacing : 24" T Load = 227.5 pif A TL 180 End zone of Roof = 57.2 Psf Coef. per ESR 1387 L Load = 170.6 pif ALL 240 Interior zone of Roof = 38.3 Psf Ca = 1.6 Member No. Manufacturer Width Depth Fb F E Coef Ix SX Cf in in psi psi psi in in' 1 1 I Microllam 1.5 11.25 2400 250 2000000 0.136 177.98 31.64 1.009 2 1 Microllam 1.5 14 2400 250 20000'00 0.1W 343.00 49.00 0.979 3 1 Microllam 1 1.5 1 16 1 2400 1 250 2900000 1 0.136 1 512.00 1 64.00 0.962 4 1 Microllam 1 1.5 1 18 I 24Q0 1 250 120000001 0.136 1 729.00 1 81.00 1 0.946 Max Span 16ft-bin 20ft-9in 23ft-8in 26ft-8in Member Fe Fv' M V Moment Shear A TL A LL Max Span psi psi in'Ib lb in in in in 1 1 3874 1 400 1 122571 4500 1 1227 475 200 200 16ft -8in 2 3760 400 184256 5600 278 591 249 249 20 ft - 9 in 3 3693 400 236330 6400 315 1 675 285 1 285 1 in 4 3634 1 400 1 2943531 7200 1 1 352 1 760 1 320 1 320 126ft -8in Total truss SNOW load at CL: 645 # T Load = 322.5 pif A TL 180 1 1 nnri = 741 Q nif A LL 24n Truss snow load per half: 645 # Cd = 1.15 Coef. per ESR 1387 Member No. Manufacturer Width Depth Fb F E Coef IX SX Cr in in psi psi psi in" in'' 1 1' Microllam 1 1.5 1 11.25 1 2400 1 250 12000000 0.136 177.98 31.64 1.009 2 1 Microllam 11.5 14 2400 250 2000000 0.131 13.00 49.00 0979 3 1 Microllam 1.5 18 2400 250 2600600 0.136 1 512.00 1 64.00 0.962 4 1 Microllam 1 1.5 1 18 1 2400 1 250 20000001 0.136 1 729.00 1 81.00 1 0.946 psi psi in"Ib lb 1 1 2784 1 288 1 88098 1 3234 1 2 2703 288 132434 4025 = k 3 2654 288 169862 4900 4 2612 1 288 1 2115661 5175 rviax Spans u�uuru� Moment Shear ATL ERTOMgseji�� in in in /V%zENSO i 186 321 196 * G 229 399 244 No. F6556 W_ 259 456 279 289 513 314 STATE OF P�GV �6`10/9/2018 Yv�bAFbNXe9M tli� 1 WMVwF �Omul �...r Fa..Fm PPPflBYFII BY MIILLytl IN �w ptrF� rP1 INC. introls==> 14 ft-101n introls==> 18ft-5 in ntrols==> 21ft-11n ntrols==> 23 It - 8 in LL Max Span in 78 14ft-101n :22 18ft-5 in Page 43 of 63 Column Calculation - Matewall FRANKLIN STRUCTURES Load Supporting Roof Only DL = 10 psi LL = 20 psf Mod W = 15 ft T Load = 506.79 plf Member. 2x4 SPF #3 b= 1.5in d = 3.5 in CF comp = 1.1 Compression of Columns Height of Col = 108 in Typ Stud Spacing = 16 in o% No of 2x in Header = 2 Fb = 500 psi E = 1200000 psi F = 135 psi Fa= 650psi Cd comp = 1 nNo.56556 fit+. STATE OF 10/9/2018 Number of Columns A Col (in) lax (in) lay (in) Idd Fca (psi) Fa' (psi) CL F.' (psi) Max HL in 1 2x4 SPF #3 5.25 108 1 30.86 378 715 0.454 324 81 2 2x4 SPF #3 10.50 108 1 30.86 378 715 0.454 324 161 3 2x4 SPF #3 15.75 108 1 30.86 378 715 0.454 324 242 4 2x4 SPF #3 21.00 108 1 30.86 378 715 0.454 324 322 5 2x4 SPF #3 26.25 10B 1 30.86 378 715 0.454 324 403 6 2x4 SPF #3 31.50 108 1 30.86 378 715 0.454 324 484 7 2x4 SPF #3 36.75 108 1 30.86 378 715 0.454 324 564 8 2x4 SPF #3 42.00 108 1 30.86 378 715 0.454 324 645 Bearing of Header Fc . (header) A of header on jamb Max HL Max HL-CL Number of Columns psi 425 (in 2) 4.5 m) 91 (in) 73 1 2x4 SPF #3 2 2x4 SPF #3 425 9 181 145 3 2x4 SPF #3 425 13.5 272 218 4 2x4 SPF #3 425 18 362 290 5 2x4 SPF #3 425 22.5 453 363 6 2x4 SPF #3 425 27 543 435 7 2x4 SPF #3 425 31.5 634 508 8 2x4 SPF #3 425 36 725 580 Number of Columns Column span + # of stud Center Column span IWSPF #3 69in 4ft-10in 61in 5ft-0in 22x4SPF #3 161in 13ft-5in 145in 12ft- tin 3 2x4 SPF #3 242 in 20 ft -1 in 218 in 18 ft-1 in 42x4SPF #3 322 in 26ft- 10in 290in 24ft-2in 5 2x4 SPF #3 403 in 33 ft - 7 in 363 in 30 ft - 2 in 62x4SPF #3 484 in 40ft-3in 435 in 36ft- 3in 7 2x4 SPF #3 564 in 47 ft - O in 508 in 42 ft - 3 in 82x45PF#3 645in 53ft-8in 580in 48it-4in +.�mmmwn.a.. a,.a.m= ve umme�mea Ana rmwem.ra.aa�vy .e.Ro-ncm.a Oemnnn,+• "PROMBY , nm NI,' 40-o NC. HP "o� a I Page 44 of 63 Strap Connection Load Supporting Roof Only Matewall Roof Dead Load = 15 psf Wind speed = Roof Live Load = 20 psf Exposure = Floor Dead Load = 10 psf Mean Roof Height= Floor Live Load = 40 psf Wind Load (int) _ Width of Box = 15.000 ft Wind Load (ext) _ Overhang Length = 12 in Wind Load (OH) _ Wall Dead Load = 40 plf Stud sp = 16 in o/c Strap Capacity = 524 Ibs 7-0.113)2' nails: 26 ga strap with (7)16 ga staples or 0.113'2" nails each end Connection of truss to wall Uplift Load Uplift Load Strap Capacity int (plf) ext (plo (Ibs) 255 255 524 End Stud Uplift Straps No. of Straps Max O enin in Interior Zone I Exterior Zone 1 3ft-5in 3ft-5in 2 7ft-6in 7ft-6in 3 11ft-8in 11ft-8in 4 15ft-9in 15ft-9in 5 19ft-11 in 19ft-11 in 6 24ft-Oin 24ft-Oin 7 28ft-2in 28ft-2in 8 32ft-3in 32ft-3in Check strap rea. with 7/16" OSB sheathing 2410: 140 mph C 18ft -33.54 psf 48.12 psf N rAINC. :m° tw 1"'°"°:',.~._..._ -67.47 psf 578.592 Ibs Center Stud Uplift Straps No, of Straps Max O enin in Interior Zone Exterior Zone 1 4ft-tin 4ft-tin 2 8ft-2in 8ft-21n 3 12ft-4in 12ft-4in 4 16ft-5in 16ft-5in 5 20ft-7in 20ft-7in 6 24ft-Bin 24ft-Sin 7 28ft-10in 28ft-10in 8 32ft-11 in 32ft-11 in Per APA report E510A & WFCM, the allow. tension capacity of 7116" OSB - tension only: 1500 plf Max uplift per corner (stud) = plf x 16"x0.5/12 : 1000 lb 8d nail shear capacity 73#x 1.6 = 116.8 lb Req. # of nails: 8.5616 use 9 nails /end per stud location 15ga.x 7/16xl.5" staple capacity : 64# x 0.82 x 1.6 = 82.944 Ib Req. # of staples: 12.056 use 1215ga staples /end per stud location Uplift Load Uplift Load Strap Capacity int (plf) ext (plf) (lbs) 255 255 524 End Stud Uplift Straps No. of Straps +7116"OSB Max opening in Interior Zone I Exterior Zone OSB onIV 6ft-6in Eft-6in 1 10ft-7in 10ft-7in 2 14ft-9in 14ft-9in 3 18ft-10in 18ft-10in 4 23ft-0in 23it- 0in 5 27ft-iin 27ft-1in 6 31ft-2in 31ft-2in 7 35ft-4in 35ft-4in 8 39ft-5in 39ft-5in No. 5655 STATE OF '._jO[OROD Center Stud Uplift Straps No. of Straps +7/16"OSB Max Doe Inin IntedorZone Exterior Zone OSB only 7ft-10in 7ft-10in 1 11ft-11in 11ft-11in 2 16ft-1in 16ft-tin 3 20ft-21n 20ft-2in 4 24ft-41n 24ft-4in 5 28ft-5in 28ft-5in 6 32ft-6in 32ft-6in 7 36ft-Sin 36ft-8in 8 40ft-9in 40ft-9in 10/9/2018 Page 45 of 63 Strap Connection Load Supporting Roof Only Matewall Roof Dead Load = 15 psf Roof Live Load = 20 psf Floor Dead Load = 10 psf Floor Live Load = 40 psf Width of Box = 15.000 ft Overhang Length = 12 in Wall Dead Load = 40 plf Stud sp = 16 in o/c Strap Capacity = 1110 Ibs Simpson LSTA18 strap with (7) 0.131 nails each enc Connection of truss to wall - Uplift Load Uplift Load int (plf) ext (plf) 255 255 End Stud Uplift Straps Wind speed = Exposure = Mean Roof Height = Wind Load (int) = Wind Load (ext) = Wind Load (OH) = 7-0.113x2" nails Strap Capacity (Ibs) 1110 No. of Straps Max Opening in Interior Zone I Exterior Zone 1 8ft-0in 8ft-0in 2 16ft-9in 16ft-9in 3 25ft-6in 25ft-6in 4 34ft-2in 34ft-2in 5 42ft-11in 42ft-11in 6 51ft-8in 51ft-8in 7 60ft-4in 60ft-4in 8 69ft-1 in 69ft-1 in Check strap rea. with 7116" OSS sheathing 2410 140 mph C 18ft -33.54 psf -48.12 psf -67.47 psf 578.592lbs Center Stud Uplift Straps %Gaza; No.56556 STATE OF gOR1OP 10/9/2018 No. of Straps Max O enin in Interior Zone Exterior Zone 1 8ft-8in 8ft-8in 2 17ft-5in 17ft-5in 3 26ft-2in 26ft-2in 4 34ft-10in 34ft-10in 5 43ft-7in 43ft-7in 6 52ft-4in 52ft-4in 7 61ft-Oin 61ft-Oin 8 69ft-9in 69ft-gin Per APA report E510A & WFCM, the allow. tension capacity of 7/16" OSB -tension only: 1500 plf Max uplift per corner (stud) = plf x 16"x0.5/12 : 1000 lb 8d nail shear capacity 73# x 1.6 = 116.8 lb Req. # of nails: 8.5616 use 9 nails_ lend per stud location 15ga.x 7/16xl.5" staple capacity : 64# x 0.82 x 1.6 = 82.944 lb Req. # of staples : 12.056 use 1215ga staples /end per stud location Uplift Load Uplift Load Strap Capacity int (plf) ext (plf) (Ibs) 255 255 1110 End Stud Uplift Straps No. of Straps +7/16"OSB Max Opening in Interior Zone I Exterior Zone OSB only 6ft-6in 6ft-Bin 1 15ft-2in 15ft-2in 2 23ft-111n 23ft-11 in 3 32ft-8in 32ft-8in 4 41ft-5in 41ft-5in 5 50ft-tin 50ft-tin 6 58ft-10in 58ft-10in 7 67ft-7in 67ft-7in 8 1 76ft-3in 76ft-3in Center Stud Uplift Straps No. of Straps + 7/16" OSB Max O enin in Interior Zone Exterior Zone OSB only 7ft-10in 7ft-10in 1 16ft-6in 16ft-6in 2 25ft-3in 25ft-3in_ 3 34ft-0in 34ft-0in 4 42ft-9in 42ft-9in 5 51It-5in 51ft-5in 6 60ft-2in 60ft-2in 7 1 68ft-11in 68ft-11in 8 77ft-7in 1 77ft-7in M Rmnptl aw /.p. waGX VanNti¢ IWIM018[n Page 46 of 63 Wall Uplift Fastening Calculation FRANKLIN STRUCTURES Uplift Connection Loads From Wind Wind Speed = 140 mph Exposure = C Mean Roof Height = 18 ft Wind Load (int) _ -33.54 psf Wind Load (ext) _ -48.12 psf Wind Load (OH) _ -67.47 psf Sidewall Fastening Uplift Load Supporting Roof Only = 226 plf Truss to Double Too Plate Spacing of Trusses = 2 ft Uplift Load = 451 Ibs Uplift Capacity of H2.5A = 535 Ibs Number of Clips = 1 clip Uplift Load at End Zone = 451 Ibs Uplift Capacity of MTS18= 1030 Ibs Uplift Capacity of H2.5A = 535 Ibs Number of Clips = 1 clip (MTS18) Number of Clips = 1 clip (H2-.5A) TrmP✓m�Ma Mauawumema mu TR �w VBUnmatthtl IL e9d{00Waetl f tivem WYtrryePal[ Im[ VANWLI. ivm�A�n CPPHWmBY �ry¢ytl ,' NI NC, Ext= 226 plf I `ZI- `%CEXSCw. Zvi �N�o. C5�6--5556 %ll t➢, oRtot 10/9/2018 Page 47 of 63 Wall Uplift Fastening Calculation FRANKLIN STRUCTURES Uplift Connection Loads From Wind Wind Speed = Exposure = Mean Roof Height = Wind Load (int) _ Wind Load (ext) _ Wind Load (OH) _ Matewall Fastening Uplift Load Supporting Roof Only = Gravity Load Supporting Roof Only = Truss to LVL Matewall Beam Spacing of Trusses = Uplift Load = Gravity Load = Uplift Capacity of H2.5T = Number of Clips = Uplift Load End Zone = Number of Clips at end zone = Alt fasteninq of LVL to Truss Kingpost Spacing of Truss = Uplift Load = Gravity Load = Wind Capacity of 16d common nail = Gravity Capacity of #B x 4" screw = Number of #8 x 4" screws Required = 140 mph C 18ft -33.54 psf -48.12 psf -67.47 psf 255 plf 323 plf 2ft 509 Ibs 645 Ibs 645 Ibs 2 509 Ibs 2 24 in a/c 509 Ibs 645 Ibs 126.4 Ibs 90.85 Ibs Ext= NT 255 plf B 16d or nails 5m..n,,. FPPPOVF➢BY 5eWW9aga ea ow NAINC. "mFaoaa,s.N No. 5655 STATE OF 040111Or I l l"11" 101q/2n1R Page 48 of 63 Wall connections FRANKLIN STRUCTURES 7/16" osb 4.448 lb/in x stud spacing 16"oc x 1.6 = 113.8688 # 7/16" osb 4.448 lb/in x stud spacing 24"oc x 1.6 = 170.8032 # Wind Speed = 140 mph Exposure = C Mean Roof Height= 18 ft ptturgr� Lateral wind load= 44.35psf int zone 58.63 psf end zone * No. 56556 Wall height = 9 ft = o �A Top/Bottom Plate to Stud W STATE OF Number of top plates = 2 plates %��p� j°<ORfo Lateral Load = 197.8965 pit ��z$V�_..�-v 262.1475 plf end zone aW I Stud spacing = 16- in o/c 10/9/2018 Lateral Load at stud = 149.9932 Ibs Lateral Load at stud = 235.6612 Ibs end zone Capacity of 0.131x3" pd nails = 67.392 Ibs end grain/wind Required number of nails = 3 nails 4 nails end zone Number of top plates = 2 plates Lateral Load = 197.8965 plf 262.1475 pit end zone Stud spacing = 24 in o/c Lateral Load at stud = 224.9898 Ibs Lateral Load at stud = 353.4918 Ibs end zone Capacity of 0.131x3" pd nails = 67.392 Ibs end grain/wind Required number of nails = 4 nails 5 nails end zone Double Top Plate fastening/Bottom Plate to Floor Joist Fastening�� APPflOVFD BY w� m�'pe ^n 'R m Lateral Load= 197.8965 pit IYIM INC. Lateral Load = 262.1475 plf end zone Capacity of 0.131 nails = 101.088 lb Capacity of 15 ga staples = 80 lb Required number of nails = 6 in o/c 5 in o/c end zone Required number of staples = 5 in o/c 4 in o/c end zone Page 49 of 63 Sill Plate to Stud FRANKLIN STRUCTURES Lateral Wind Load = 48 psf Wall Height = 9 ft Sill Height = 4.583333 ft Max Lateral Load to Sill = 19T8965 plf Capacity of 0.131x3" pd nails = 67.392 Ibs end grain/wind Length of Sill (double member)= 9:583333 ft Load at Sill = 720.5165 Ibs Number of required Nails = 10.69142 Number of Sills = 2 Nail per member = 6 Header to Stud Lateral Wind Load = 197.8965 plf Wall height = 9 Sill Height = 1.583333 ft Uplift Load = 220.455 plf Maximum header span = 9.583333 ft Resultant Load to Header = 828.6093 Ibs Capacity of 0.131x3" pd nails = 67.392 Ibs ` end grain/wind Number per Header = 2 members Fastener per member = 7 Sheathing to wall for wind suction, sheathing to roof for wind suction: Roof uplift: -86.08 psf Nail spacing: 6 in o/c Loading area: 1 ftA2 Allowable load per nail 39# x 1.6 x 2" penetration : 124.8 lb. Nail capcity / Loading area: 124.8 psf OK Roof uplift: -98.992 psf Nail spacing: 6 in o/c Loading area: 0.666667 ftA2 Allowable load per nail 39# x 1.6 x 2" penetration : 124.8 lb. Nail capcity / Loading area: 187.2 psf OK `V ' v%0 aNeP �. `* No. 56556 1K.[M1^+�d/�AOe Cmv. *IK �E UnummN STATE OF n�rv�am�o �aiwo�s•�• /////S Qi'AV`�i 1\ Ip INC. . 10/9/2018 Page 52 of 63 CJ✓ Project REScheck Software Version 4.6.5 Compliance Certificate M FT-10886-5041-80-3-32 Energy Code: 2017 Florida Building Code, Energy Conservation Location: Fort Pierce; Florida Construction Type: Single-family Project Type: New Construction Conditioned Floor Area: 2,283 ft2 Glazing Area 19% Climate Zone: 2 (490 HDD) Permit Date: Permit Number: Construction Site: Owner/Agent: No. 56556 b, tow STATE of Designer/Contractor: Franklin Structures Russellville, LA 35653 256-332-4510 10/9/2018 Compliance: Envelope passes UA trade-off. Additional mandatory requirements apply. Complete the FIEScheck inspection Compliance: 37.4% Better Than Code Maximum UA: 601 Your UA: 376 Maximum SHGC: 0.25 Your SHGC: 0.22 The % Better or Worse Than Code Index reflects how dose to compliance the house is based an code trade-off rules. It DOES NOT provide an estimate of energy use or cost relative to a minimum -Code home. Envelope Assemblies Ceiling 1: Flat Ceiling or Scissor Truss 2,283 30.0 0.0 0.035 80 Wall 1: Wood Frame, 16" o.c. Window 1: Vinyl/Hberglass Frame:Double Pane with Low-E SHGC: 0.21 Door 1: Solid Door 2: Glass SHGC: 0.33 Floor 1: All -Wood joist/Truss:Over Unconditioned Space 1,908 19.0 0.0 0.060 91 315 0.340 107 44 0.230 10 40 0.320 13 2,283 30.0 0.0 0.033 75 Compliance Statement The proposed building design described here is consistent with the building plans, specifications, and other calculations submitted with the permit application. The proposed building has been designed to meet the 2017 Florida Building Code, Energy Conservation requirements in REScheck Version 4.6.5 and to comply with the mandatory requirements listed in the REScheck Inspection Checklist. ,A n . Melvin Velasquez �L % �O�Ga4ct✓? 10-5-18 Name - Title SignatureofDate _ mmrw�.a.mn cmn�o�. veu�mm,a oaw.>•. •.,ao,muvy �,•nue.,.n�..� noraovmarv�'°.a<m owl w N RINC. ypwmpme VIMOIfl Valavv Project Title: MFT-10886-5041-80-3-32 Report date: 09/28/18 Data filename: S:\acadwin\8ft-Plans\MODULAR\FLORIDA\5041\MTF-10886-504�-80-3-32.rck Page 1 of 1 -F'i- wrightsoft' Manual S Compliance Report Entire House Project Information For: FRANKLIN STRUCTURES MTF- 1 0886-5041-80-3-32U FL PS2ge 11@8a�s�a1-80-3-32... Date: 9/20/18 By: AMS of Indiana, Inc. I Design Conditions Cooling Equipment —i Outdoor design DB: 99.3 eF Sensible gain: 27844 Btuh Outdoor design WB: 80.0cF Latent gain: 6820 Btuh Indoor design DB: 75.0 OF Total gain: 34664 Btuh Indoor RH: 50% Estimated airflow: 1173 cfm Manufacturer's Performance Data at Actual Design Conditions Equipment type: Split AC Manufacturer: Generic Model: SEER 13.0 Actual airflow: 1173 cfm Sensible capacity: 29578 Btuh 106% of load Latent capacity: 12676 Btuh 186% of load Total capacity: 42254 Btuh 122% of load SHR: 700/6 Entering coil DB: 76.2cF Entering coil WB: 63.50F x. ry PPPflOYm BY Fn05ga WWII[ OW � 1\ AINC. � rvoo.a Heating Equipment Design Conditions I Outdoor design DB: 26.9OF Heat loss: 32131 Btuh Indoor design DB: 70.OcF Manufacturer's Performance Data at Actual Design Conditions Equipment type: Elec furnace Manufacturer: Generic Model: AFUE 100 Actual airflow: 1173 cfm Output capacity: 42681 Btuh 133% of load Meets all requirements of ACCA Manual S. 10/9/2018 Entering coil DB: 67.9`F Temp. rise: 0 cF 2018-Sep-28 10:45:36 * wrightsoR• Right -Suite® Universal 2018 18.0.25 RSU02009 Page 1 F:\DS\Franklin\15000\MTF-10886-5041-80332UFLrup Cale - MJ8 Front. Door faces: W .,„„.,w.m..,�„„ ^�., sm"°°-^'"^^""• S 41.80.3-32... Load Short Form wrightsoft' Date: 9/20/78 Entire House Aaraovmar" uw By: AMS of Indiana, Inc. N AINC.� aama \ilittlll///I �i `%N�\�poT�M4SBi i� •` a� N t r9f No.56556 ;y.: Pro * `1u; of For: FRANKLIN STRUCTURES MTF-10886-5041-80-3-32UFL STATE OF 4OR%0t Design Information Htg Clg Infiltration Outside db (09 27 99 Method Simplified Inside db (OF) 70 75 Construction quality Average Design TD (OF) 43 24 Fireplaces 1 (Average) Daily range - M Inside humidity (%) 30 50 Moisture difference (gr/lb) 16 60 HEATING EQUIPMENT Make Generic Trade Model AFUE 100 AHRI ref Efficiency Heating input Heating output Temperature rise Actual air flow Air flow factor Static pressure Space thermostat 100 AFUE 12.5 kW 42681 Btuh 33 OF 1173 cfm 0.040 cfm/Btuh 0.30 in H2O COOLING EQUIPMENT Make Generic Trade Cond SEER 13.0 Coil AHRI ref Efficiency 11.6 EER, Sensible cooling Latent cooling Total cooling Actual air flow Air flow factor Static pressure Load sensible heat ratio 13 SEER 29578 Btuh 12676 Btuh 42254 Btuh 1173 cfm 0.044 cfm/Btuh 0.30 in H2O 0.80 ROOM NAME Area M2) Htg load (Btuh) Clg load (Btuh) Htg AVF (cfm) Cig AVF (cfm) UTIL 90 1321 958 52 43 in ba 123 1164 1374 46 61 wic 90 1838 976 73 43 B3 158 1769 1665 70 74 HALL 30 0 0 0 0 BA2 56 369 288 15 13 B2 154 1694 1601 67 71 LIWFOY 548 6035 5875 240 261 M BED 233 4131 3510 164 156 ba3 54 598 383 24 17 alcov 25 0 0 0 0 clos 22 0 0 0 0 ACTIVITY 323 6680 5209 265 232 1zI 'n 11,1 9An ocoo AQoa Adr°i 1QG Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. C w_rightsoft- 2018-Sep-2810:45:36 —.a.•, RightSuite® Universal 2018 18.0.25 RSU02009 Page 1 F:\Ds\Franklinkl5000\MTF-10886-5041-80S-32UFLrup Caic=MJ8 Front Doorfaces: W Pale 55 of 63 I le Coy 140 `rV � Entire House 2273 29536 26381 1173 1173 Other equip loads 2594 1463 Equip. @ 1.04 RSM 29041 Latent cooling 6820 11.I n �a aniai QRQQI 1172 117.'3 +�.a`+.mwww vwo..eaum wm..m �m++x vau"mmm t xmv.arc a n^e.,n �mvaovaoer AINC. IV Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wrightsoR" 2018Sep-Sep10:45:36 ry Right -Suite® Universal 2078 18.0.25 RSU02009 Page 2 /� F:\DS\Franklin\15000\MTF-10886-5041-80SS2UFL.rup cats = MJ8 Front Door faces: W P,aoe h%}g880a41.80.3.32... Date: 9120/18 By: AMS of Indiana, Inc. 1- wrightsoft9 Project Summary Entire House Project Information For: FRANKLIN STRUCTURES MTF-10886-5041-80-3-32UFL Notes: ?k i �9 No. 56556 Desi Information STATE OF_qn Weather:Jacksonville NAS, FL US ONAV0?��``` Winter Design Conditions Summer Design Conditions 10/9/2018 Outside db 27 OF Outside db 99 `F Inside db 70 cF Inside db 75 cF Design TD 43 OF Design TD 24 `F Daily range M Relative humidity 50 % Moisture difference 60 gr/lb Heating Summary Sensible Cooling Equipment Load Sizing Structure 22426 Btuh Structure 19486 Btuh Ducts 7110 Btuh Ducts 6895 Btuh Central vent (55 cfm) 2594 Btuh Central vent (55 cfm) 1463 Btuh Outside air Outside air Humidification 0 Btuh Blower 0 Btuh Piping 0 Btuh Equipment load 32131 Btuh Use manufacturer's data n Rate/swingg multipplier Equipmenisensible load 1.04 29041 Btuh Infiltration Method Simplified Latent Cooling Equipment Load Sizing Construction quality Average Fireplaces 1 (Average) Structure 2407 Btuh Ducts 2198 Btuh Central vent (55 cfm) 2216 Btuh Heat' Coolingg Outside air Area (ft2 2279 22A Equipment latent load 6820 Btuh Volume (ft3) 20453 20453 Air changes/hour 0.38 0.16 Equipment Total Load (Sen+Lat) 35861 Btuh Equiv. AVF (cfm) 129 55 Req. total capacity at 0.70 SHR 3.5 ton Heating Equipment Summary Cooling Equipment Summary Make Generic Make Generic Trade Trade Model AFUE 100 Cond SEER 13.0 AHRI ref Coil AHRI ref Efficiency 100AFUE Efficiency 11.6 EER, 13 SEER Heating input 12.5 kW Sensible cooling 29578 Btuh Heating output 42681 Btuh Latent cooling 12676 Btuh Temperature rise 33 `F Total cooling 42254 Btuh Actual air flow 1173 cfm Actual air flow 1173 cfm Air flow factor 0.040 cfm/Btuh Air flow factor 0.044 cfm/Btuh Static pressure 0.30 in H2O Static pressure 0.30 in H2O Space thermostat m,� Lgablr zenail(,tLeat ratio 0.80 1\PINC. •mna+w. �o�w.oc Calculations approved by ACCA to meet all requlr ri` 9tf Manual J 8th Ed. �- wVl t�nft' 2018-Sep-28 10:45:36 Right -Suite® Universal 201818.0.25 RSU02009 14BUKF:\DS\Franklin\15000\MTF-10886-5041-80-3-32UFLrup Cate -MJ8 Front Door faces: W Page 1 m�u PM�pl.pn anmTfR RMtq 49 Unom�nYN uumaBan9 wvAUCvbN MMVi9(. �60mmfi.+�F ��n APPPOV®BY �vr�utl OQ u %11"IINC. " Job #: MTF-10886.5041-80-3-32UFL Performed by AMS of Indiana, Inc. for: FRANKLIN STRUCTURES MTF-1 0886-5041-80-3-32UFL Page 57 of 63 Scale: 1 : 126 Page 1 Right -Suite® Universal 2018 18.0.25 RSU02009 2018-Sep-28 10:45:39 -F- wrightsoft' Duct System Summary Entire House Project Information For: FRANKLIN STRUCTURES MTF-10886-5041-80-3-32U FL External static pressure Pressurelosses Available static pressure Supply / return available pressure Lowest friction rate Actual air flow Total effective length (TEL) Heating 0.30 in H2O 0.06 in H2O 0.24 in H2O 0.197 / 0.043 in H2O 0.066 in/100ft 1173 cfm Pgge IfA7'P-1 011.80-3-32... Date: 9/20118 By: AMS of Indiana, Inc. Cooling 0.30 in H2O 0.06 in H2O 0.24 in H2O 0.197 / 0.043 in H2O 0.066 in/100ft 1173 cfm 362 ft Supply Branch Detail,Table Name Design (Btuh) Htg (cfm) Clg (cfm) Design FR Diam (in) H x W (in) Duct Mall Actual Ln (ft) Ftg.Egv Ln (ft) Trunk ACTIVITY h 2227 88 77 0.130 60 Ox0 VIFx 12.0 140.0 st3 ACTIVITY -A h 2227 88 77 0.083 6.0 OX 0 VIFx 22.8 215.0 st7 ACTIVITY-B h 2227 88 77 0.141 6.0 Ox0 VIFx 9.6 130.0 st3 B2 c 1601 67 71 0.068 6.0 Ox0 VIFx 40.8 250.0 st6 63 c 1665 70 74 0.069 6.0 Ox0 VIFx 24.0 260.0 st6 BA2 h 369 15 13 0.068 4.0 Ox0 VIFx 28.0 260.0 st6 KIT/DIN c 2198 73 98 0.103 6.0 Ox0 VIFx 17.0 175.0 st1 KIT/DIN-A c 2198 73 98 0.096 6.0 Ox0 VIFx 31.3 175.0 st1 LIWFOY c 1958 80 87 0.067 6.0 Ox0 VIFx 43.3 245.0 st6 LIV/FOY--A c 1958 80 87 0.066 6.0 Ox0 VIFx 62.5 235.0 st6 LIV/FOY--B c 1953 80 87 0.094 6.0 Ox0 VIFx 45.3 165.0 st1 M BED h 2066 82 78 0.067 6.0 Ox0 VIFx 70.0 225.0 st6 •BED -A h 2066 82 78 0.068 6.0 Ox0 VIFx 76.5 215.0 st6 T h 249 10 6 0.094 4.0 Ox0 VIFx 59.3 150.0 st1 UTIL h 1321 52 43 0.107 4.0 Ox0 VIFx 10.0 175.0 stl ba3 h 598 24 17 0.072 4.0 Ox0 VIFx 13.3 260.0 st6 mbe c 1374 46 61 0.092 6.0 OXO VIFx 55.5 160.0 st1 WIG h 1838 73 43 0.076 6.0 Ox0- VIFx 66.3 195.0 st4 1M1UPrJ l�'sn torsi 4H Uoma�aml _77ri No.5655 ., pnrawmaY �vr�tl o r i 0*. - �.nt STATE OF N RINc. oce� iaiw:n Sm 10/9/2018 Bold/italic values have been manually overridden weghtsoft' ^+`� .• . ..-., Right-Suite®Universal 201818.0.25 RSU02009 li F:\DS\Franklin\15000\MTF-10886-5041-80-3-32UFLmp Calc = MJ8 Front Door faces: W 201"ep-28 10:45:36 Page 1 Name Trunk Type Htg (cfm) Clg (cfm) Design FIR Veloc (fpm) Diam (in) H x W (in) Duct Material Trunk st3 Peak AVF 177 154 0.130 509 13.2 10 x 5 ShtMetl st1 Peak AVF 408 436 0.076 897 12.0 14 x 5 ShtMetl st4 Peak AVF 73 43 0.07.6 93 12.0 0 x 0 ShtMetl sti st6 Peak AVF 500 505 0.066 1039 13.2 14 x 5 ShtMetl st2 st7 Peak AVF 88 77 0.083 255 5.8 10 x 5 ShtMetl st2 st2 Peak AVF 588 582 0.066 749 12.0 0 x 0 VinlFlx Return Branch Detail Table Name Grille Size (in) 1 Htg (cfm) Clg (cfm) TEL (ft) Design FR Veloc (fpm) Diam (in) H x W (in) Stud/Joist Opening (in) I Duct Matl Trunk rb1 Ox0 1173 1173 64.4 0.066 538 20.0 Ox 0 VIFx mmPramgDWm �� Ya„DaD�mr� N cqW D�t.m] .b mom. ate" r_ ��. ^ NMV®aF n* ,D MPflOVE➢BY Fnnapa yiN@ D`�r .T •4 imlut,OPSFrtr~ Bold/italic values have been manually overridden W rightsoftm 2018Sep-28 10:45:36 i� ..�w•, ..._.,,...r., RightSuite® Universal 201818.0.25 RSU02009 Page 2 %F:\DS\Franklin\15000\MTF-10886-5041-80-M2UFLrup Calc-MJ8 Front Door faces: W CB C Wind Load Determination Worksheet ROMN &f TURES Wind Speed = 140 mph ASCE-7-10 Components & Cladding (180mph ULT Exp. C - h = 20') ASCE 7-10 Vult = 180 mph Table 30.7-2 (PART 2 SIMPILIFIED) Exposure: C Case 1 180mph Case 2 180mph Wrnpnn 15'mean 90'mean 18'me2n 15'me2n 20'mean 1 -73.24 -70.6 -75 1 42.2 40.7 43.2 2 -122.94 -118.5 -125.9 2 42.2 40.7 43.2 3 -185.02 -178.3 -189.5 3 42.2 40.7 43.2 4 -79.24 -76- -81.4 4 73.24 70.6 75 5 -122.94 -118.5 -125.9 5 67.06 64.6 68.7 Effective Area Adiustment Factors Z1 Z2 Z3 Z4 Z5 Cl 0.9 0.94 1 1 0.94 C2 0.9 0.96 1 1 0.955 ASCE7-10 Ultimate C&C Loads Z1 Z2 Z3 Z4 Z5 C1 -65.9 -115.6 -185.0 -79.2. -115.6 C2 , 38.0 40.5 42.2 73.2 64.0 ASCE7-30 Design Wind Loads Roof Interior zone (1) = Roof Exterior zone (2) = Roof Corner zone (3) = Wall Interior zone (4) = Wall Exterior zone (6) _ (Soffit) OH Exterior Load = OH Corner Load = 18'mean roof ht. Ultimate C&C Loads Design Wind Loads Ult-0.6) 38.0 psf 22.8 psf -65.9 psf -39.5 psf 40.5 psf 24.3 psf -115.6 psf -69.3 psf 42.2 psf 25.3 psf -185.0 psf -111.0 psf 73.2 psf 43.9 psf -79.2 psf -41.5 psf 64.0 psf 38.4 psf -115.6 psf -69.3 psf -136 psf -79.7 psf -218 psf -127.7 psf No. y5Vp6.55556 m:, STATE OF F<OR1D* 10/9/2018 ,ems ftmmn rnx APPflOYm BY Fn �a �j� ra o�w 1�111"IINC.°° """"^ Page 61 of 63 PRODUCT APPROVAL SPECIFICATION SHEET Manufacturer: Franklin Structures, LLC. Plan #: MFT10866-5041-80-3-32 As required by Florida Statute 553.842 and Florida Administrative Code 61G20-3.006 please provide the information and the product approval number(s) on the building components listed below if they will be utilized on the manufactured building for which you are applying for a DBPR insignia. We recommend you contact your local product supplier should you not know the product approval number for any of the applicable listed products. More information about statewide Droduct aooroval can be obtained at www.0oridabuildina.ora. _. __—Category' _= _, y!Man , ufacturer _ProductLDescnptlori'_ t A ' _roval4 0f1*7 EXTERIOR DOORS -Swinging Dunbarton Achiever Steel Frame FL15362.1-R2 Sliding Jeld-Wen Sliding Glass Door FL11109.2-R7 Swinging Dunbarton ATRUIM Frame FL9231.R5 9231-.1. 15362.1, 15362.3,15362.9, 15362.12, Sliding VIWINCO Sliding Glass Door FL15590.1 WINDOWS Single Hung KINRO WINDOWS FL-993.1/993.2 R-15 Single Hung VIWINCO WINDOWS FL15576.3 ROOFING PRODUCTS Metal roof Roof Mart LLC 26 GA PBR ROOF PAMEL(12718.1) FL12718-R2 FTSYNTHETICS INC METAL ROOFING UNERLAYMENT FL20853-112 -Undeflayments Asphalt Shingles Owens Corning Classic 3-Tab FL16638.1-R2 Onderla ments Owens Corning Oakritl a FL17420.1-R4 PANEL WALL ROYAL BUILDING PRODUCTS D45DLSTD FL-21069 R2/FL-19130.2-R4 -Siding ELM GROVE PVC SIDING FL-19130.1 -R4 Soffits HARDIESOFFIT FLA 3265 R3 STRUCTURAL COMPONENTS Wood Connector/Anchor Simpson HDUIISDS2.5 10441.4R5-11473.7R4 Wood Connector/Anchor Simpson STHD14 13326.7 R4 Wood Connector/Anchor Simpson LSTA18 FL10852 R4/10852.5 Truss Plates MiTek MT18 & MT20 FL2197-R6/FL2197.3 FL2197.4 Lumber We erhauser Microllam LVL FL6527.1 R9 -Engineered The products listed below did not demonstrate product approval at plan review. I understand that at the time of inspection of these products, the following information must be available to the inspector at the manufacturing plant: (1) Copy of the product approval from the Loral or State Building Commission, or supply all of the information listed on Form No. 9B-72.130(5). (2) Copy of the applicable manufacturers' installation requirements. I understand these products may have to be removed if approval cannot be demonstrated during inspection. CHRISTIEJACKSON CHRISTIEJACKSON 10/3/2018 Manufacturer's Authorized Agent Signature Printed Name Date ,b.awovnmw w.rx �av�,mm romv..ea.mawy a�..m mvmxa�v,m am aomwmav cn v�aatl ox.* Page 62 of 63 Lumber design values are in accordance with ANSVTPI 1 section 6.3 These truss designs rely on lumber values established by others. MiTek' RE: MH8024R2-FL181 - Site Information: Customer Info: Project Name: Model: LOt/BIOck: Address: Address City: City Subdivision: State: State MiTek USA, Inc. 16023 Swingley Ridge Rd Chesterfield, MO 63017 314-434-1200 Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special. Loading Conditions): Design Code: FBC2017/TPI2014 Design Program: MiTek20/20 8.2 Wind Code: ASCE 7-10 Wind Speed: 181 mph Roof Load: 40.0 psf Floor Load: N/A psf This package includes 1 individual, Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61 G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. INo. Seal# Truss Name Date 1 1134830650 18024 10/1/18 "nxn,�en...nc..�� "nxn,�en...nc..�� APPFOVED OY wip�gtl 44pWp N AINC, gym¢ T6 mo, a This item has been electronically signed and sealed by Wert, David, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies The truss drawing(s) referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Franklin Structures, LLC.. Truss Design Engineer's Name: Wert, David My license renewal date for the state of Florida is FEBRUARY 28, 2019. IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSI/TPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek. Any project specific Information included is for MiTews customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek has not independently vedfied the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and property incorporate these designs Into the overall building design per ANSI/TPI 1, Chapter 2. `J`0d�O1 C /rWF Op ' GENS � : STATE OF •,,Sd+,�N A� Er1`��� Rrcd6l4.1PEN1961g WTdl6lNCRfaIN91 16T3 NY;rfi/ R^JgNaE, CHsW' fittl,ti0�+017 me October 1,2018 Wert, David I of 1 Page 63 of 63 Job Truss Truss Type ty Pry 134030650 MHS024R2-FLIER W24 MONOTRUSS 1 1 Job Reference (optional) Frar6JnSboc1ums,LLC LOADING (psN SPACING- 1-4-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.76 TCDL 10.0 Lumber DOL 1.25 BC 0.41 BCLL 0.0 Rep Stress Ina YES WB 0.44. ,BCDL 10.0 Code FBC2017frP12014 Matrix-S LUMBER- TOPCHORD 2x4 SPF No.2 130TCHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 REACTIONS. (lb/size) 2=431/0-3-8 (min. 0-1-8), 5=38410-3-8 (min. 0-1-8) Max Hom 2=176(LC 6) Max Uplift 2=-449(LC 6), 5=385(LC 10) FORCES. (lb) -Max. CompJMax.Ten.-All forces 250(lb) or less except when shown. TOPCHORD 2-3=1304/1397,3-4=1291/1439,4-5=-3461480 BOTCHORD 2-6=152511316 WEBS 3-6=308/548, 4-6=1469/1291 B.220 a Sep 92013 Meek InduNes, @a Mon Oct 1 14:11:46 2018 Page 1 ID:Ul Riz7a t2pLdB%Xbyi26q-Lp76B3TLWIgz19GPdPAJWeTRNZ7BFjpppRXMTpyXIYB 2OD 12 6x6 = 6x6 _ b 3x6 II DEFL. in (too) Vdee Ltd PLATES GRIP Vert(LL) 0.22 2-6 -773 240 MT20 1971144 Vert(CT) -0.18 S-6 >943 180 Horz(CT) -0.02 5 n/a Na Weight: 481h FT=20% BRACING - TOP CHORD Sheathed or 4-5-2 oc pudins, except end verticals. SOT CHORD Rigid calling directly applied or 4-7-13 oG bracing. WEBS 1 Row at micipt 4-6 NCTES- 1) Wind: ASCE 7-10: Vult=161mph (3second gust) Vasd=140mph; TCDL=6.OpsF BCDL=B.Opsf. h=25ft; Cat 11; Exp C; Encl., GCpl=0.18; MWFRS (envelope) gable end zone and C-C Extedor(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 per bottom chord live load nonconcument with any other live loads. 3) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 Vida will fit between the bottom chard and any other members. 4) Provide mechanical connection (by others) oftluss to bearing plate capable of wahstanding 449 lb uplift aljoint 2 and 385 lb uplift at)olnt5. �runna+fT IRU�motmd ,vbu oa�paF wCmme aM,n V�ba.9eFN' Ire a BY APPROVED BY ICI INC. This item has been electronically signed and sealed by Wert, David, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on anyy electronic copies. David0. ctPEN02197 h97ekUE4, klg.FL Ced6H6 169715v1mgley Ridge Road, Cheslefietd, 610 fi7fi17 Detx October 1,2018 ®WARNING-VefffydWgn paremeras end READ NOTES ON Me AND INCLU➢EO MREx REFERENCE PAGEM -7M rev. 14AUM015 BEFORE use Design valid re, use only with Meek®rameda2TNs da.19n is based only upon parameters Shown.aM Is for an indi Aduel bu0dmg component, noi ' a buss system. BOoro use, the buAGng rRVAer must verSy lheappWablityofdesign parameters and propviy lawmomle Oda design@lo the overa0 buAdmg design. Bracing indicated is to proved buWM ofo,o0dual boss web avdfot cbord members only. AddiTonal temporary and permanent bracing MiTek- issways requked fordabi6ly and to preveN col@psewah pass@la personal Inluryantl properly damage. Forgeneral guldansa mgarding No 16023 Swin9ley Ridge Rd fabdwbon, staage,delivery. erection and broctng ofWsms and buds systems,see ANSVIP11 Bank, Orion., DS549 and 6C51 Building Component Safetyinformedon ava0able Rom Tmss Plate lnsbMe, 21B N. Lee SImeL Sage 312, AIexaMda, VA 22314. eheslergeld, M063017