The URL can be used to link to this page

3902 Saltmarsh Lp- 18-1627; NEW SFHCOUNTY OF SEMINOLE IMPACT FEE STATEMENT t , \ (p -1-1 STATEMENT BUILDING A NUMBPLICATIONI#: 18-10000535 00005 DATE: June 15, 2018 BUILDING PERMIT NUMBER: 18-10000535 UNIT ADDRESS: SALTMARSH LOOP 3902 17-20-31-502-0000-0330 TRAFFIC ZONE:022 JURISDICTION: SEC: TWP: RNG: SUF: PARCEL: SUBDIVISION: TRACT: PLAT BOOK: PLAT BOOK PAGE: BLOCK: LOT: OWNER NAME: ADDRESS: APPLICANT NAME: PARK SQUARE ENTERPRISES ADDRESS: 5200 VINELAND RD STE 200 ORLANDO FL 32811 LAND USE: SINGLE FAMILY RESIDENCE TYPE USE: WORK DESCRIPTION: CITY-SANFORD SPECIAL NOTES: 3902 SALTMARSH LOOP / WYNDHAM PRESERVE / SFR FEE BENEFIT RATE UNIT CALL UNIT TOTAL DUE TYPE DIST SCHED RATE UNITS TYPE ROADS-ARTERIALS CO -WIDE ORD Single Family ROADS -COLLECTORS Single Family Housing N/A Housing 705.00 00 1.000 1.000 dwl dwl unit unit 705.00 00 FIRE RESCUE N/A LIBRARY CO -WIDE ORD 00 Dr-1 Single Family Housing 54.00 1.000 dwl unit 54.00 SCHOOLS Family CO -WIDE ORD Housing 91000.00 1.000 dwl unit 9,000.00PASingle LAW ENFORCE N/A 00 DRAINAGE N/A AMOUNT DUE 00 9,759. 00 00 PERSONS ARE ADVISED THAT THIS IS A STATEMENT OF FEES DUE UNDER THE SEMINOLE COUNTY ROAD, FIRE/RESCUE, LIBRARY AND/OR EDUCATIONAL ISSUANCE OF A BUILDING PERMIT. PERSONS ARE ALSO ADVISED THAT ANY RIGHTS OF THE APPLICANT, OR OWNER, TO APPEAL THE CALCULATION OF ANY OF THE ABOVE MENTIONED IMPACT FEES MUST BE EXERCISED BY FILING A WRITTEN REQUEST WITHIN 45 CALENDAR DAYS OF THE DATE ABOVE BUT NO LATER THAN CERTIFICATE OF OCCUPANY OR OCCUPANCY. THE REQUEST FOR REVIEW MUST MEET THE REQUIREMENTS OF THE COUNTY LAND DEVELOPMENT CODE. COPIES OF RULES GOVERNING APPEALS MAY BE PICKED UP, OR REQUESTED, FROM THE BUSINESS OFFICE• 1101 EAST FIRST STREET, SANFORD FL, 32771; 407-665-7356. PAYMENT SHOULD BE MADE TO: SEMINOLE COUNTY OR CITY OF SANFORD BUILDING DEPARTMENT 1101 EAST FIRST STREET SANFORD, FL 32771 PAYMENT SHOULD BE BY CHECK OR MONEY ORDER, AND SHOULD REFERENCE THE COUNTY BUILDING PERMIT NUMBER AT THE TOP LEFT OF THIS STATEMENT. THIS STATEMENT IS NO LONGER VALID IF A BUILDING PERMIT IS NOT ISSUED WITHIN 60 CALENDAR DAYS FROM THE DATE ABOVE a CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATIONT`, D t .application No: cc, Do.cumented_Construction Value:-S Job Address: r Historic District: 1'es No Parcel I:D: Residential ErCommercial Type of Wurl:: \eNv © .addition .alteration Repair Demo Change of lise \Iove Description of Work: p L CAI ! 1 j4 1 I-%= il• lF-i I in Cog Plan Review Contact Person: Title: Phone: Fax: Email: Property Owner Information nine Plione: Street. Resident of property?: Cin•. State zip: Contractor Information i Name._ I C r i r' r- Ar I ,, i' ! ' (' t" ! `t/—" Phone: o Cfk `f I t f/ Fax: Cih. State Zip: Ic i^H l State Licetue \o. Nsnte 1)n•eet: City. St. "Lip: D,ondiry Cai,Ipany: kddress: Architect/Enginear Information Phone: Fax: E-mail: Mor,2age Lender: Ad(Iress. WAR.I"C; TO OWNER: YOUR FAILURE TO RECORD :\ "U"1"ICE OF COMMENMIENT MAY RESULT IN V )L"ItPAYINGTWICEFORI '."ZOVEMENTS TO YOUR PROPFRTY. A NOTICE OF CO)I_\IF__NMjE\"I" MUST EF RECORDED AND POSTE-0 ON THE JOh SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OriTAI" FINANCING. CONSULT WITH YOUR LENDER OR AN A1""I"OR.NF1" BEFORE RECORDING YOUR NOTICE OFC0\I\IENCI:\IENT. tinn!:: a:I ':::::?': Cy': (5:3:.. [. i i?i:::}t ....., iC• Q.l i:: i Qiri :' • a "i:1i!: ^.S .. I:?•_tom::^d. I C;:::: \.... ._ •, .. P. l?: C ;i:::;i :!:ice :ii:!i III :,O"r: l: i:l L'e .. _:\ ..a-; III 1_. .... i:iCC: is t:IC:: i.'_.:da _ Cn a! xs I I:nderscuul that a separ!ue Permit Into;} be secured III' ciccirirtl \,ork. plt!rt!}in_. far-ces. boilers. h :?}ers. tanks. and :Jr conditioners. etc. - FIX Ifl shall he iI!cribed %%it11 1he daie or a!,pli;:,14,n and ILe rode in i•frrct a; 1i,21 dc,1e::'0 1:1',:ic-n I.014, 11„ri'ia Cnildin:; Cad_ NOTICE: In addition to the requi.emenis of this psir it, there n;a%- be additional restrictions applicable to this properiX, that rnav befoundinthepublicrecordsofthecounty. and they: may be addr,ional perniis required Gall other -overnmental endli_s such as nlanaeenlenr districts, stale agencies, or federal neencies. Acceptance of pertnii is verific tion that 1 will otifv the o•a•iler of the property of the requirements of Florida Lien Lain, Fs i 1=. Tl}e Cii%ofS_ifo_d re, u ire s nt aCa_plan_resi:+_f=e am the titn__ofp rinit subiiiirtal. A copy-ofthe-executedconimctis reatiir;;.l M order to calculate a plan review charge and will be considered the estimated construction vala_ of the iob at the tinic of subnlitlal The actual eonsiructinn value will be figured based on the current ICC Valuation Table in effect at the time the pm.,.t is issued, i accordancewithlocalordinance. Should calcula!ed charges ft^-ured oft the e\_:ui^d contract exceed tat acilral consrr,tciiorl +'altle. credit will be applied to +•our pm -nit fees when the perinii is issued. OWN' EWS AFFIDAVIT: I certify that all of the foreaoina information is accurate and that all Nvork will be done in compliance with all applicable laws revulating construction t.oninU D_:- 7- r1; o•x: A3e:::'s X3nc S: , suer ei o, - •:_,e,: 7i:,. l Da•_ era is per 5Oilaii\' Kno-,+'n to ale or Prod! rc.d fD T\'pe of ID STEPHANIE RALLO commission# FF 1750W Expires November 9, 2018 Gu, aw rm, r,ol F h WDM-7010 CQral:! lrQl .=$,ni is p:i:or.'r(_, Ii.PO'•1'ii IO Ie Qi produc. d ID Type of ID BELOW IS FOR OFFICE USE ONLY L' eC[illis l:egt![I'ccl: LjL!iliiritr El cirica! I:CiI':}iC11E] hl!'.!ai,it]E[] Construction Type: Occupancy Use: To, aI Sp Ft of FlclE:: Alin. Occupancy' Load: e•,+ Construction: LlC,ciric - ol'Auips Fire Sprinkler i'trrlii: Yes \o _ of I-leac':_ Gn: El r,,c,fi7 Hood Zone: of C101'i 5: Plattlbin, - _ of Fixtures Firc :\ lar ra f ern::t: Ye:Ej No APPROVALS: ZOM'NG: l T ILETEES: \\•a,STE \VA_1 E- . t, E\ C1!NE ERFNCl: Fi°> : 8t'ILDI Ci: CO I-NIE\TS: MECEIVE CITY OF SANFORD AUG 2 3 2018 BUILDING & FIRE PREVENTION PERMIT APPLICATION IBY: V Application No: Documented Construction Value: $ 6396.00 Job Address: 3902 Saltmarsh Loop Historic District: Yes No Parcel ID: 17-20-31-502-0000-0330 Lot 33 Residential ® Commercial Type of Work: New ® Addition Alteration Repair Demo Change of Use Move Description of work: Install new 4.0-ton HVAC system with duct work Plan Review Contact Person: Paula Bagley Title: Permit Clerk Phone: 407-975-2762 Fax: 407-629-9307 Email: permitting@onestopcooling.com Property Owner Information Name Park Square Homes Phone: 407-529-3000 Street: 5200 Vineland Rd #200 City, State Zip: Orlando, FL 32811 Resident of property? : Contractor Information Name One Stop Cooling & Heating, LLC Phone: 407-975-2762 Street: 7225 Sandscove Court Fax: 407-629-9307 City, State Zip: Winter Park_ FL 32792 State License No.: CAC 032444 ArchitectlEngineer Information Name: Street: City, St, Zip: Bonding Company: Address: Phone: Fax: E-mail: Mortgage Lender: Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. Application is hereby made to obtain a pennit to do the work and installations as indicated. 1 certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. 1 understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. FBC 105.3 Shall be Inscribed with the date of application and the code In effect as of that date: 51h Edition (2014) Florida Building Code Revised: June 30, 2015 Permit Application ' IN NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, slate agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713. The City of Sanford requires payment of a plan review fee at the time of permit submittal. A copy of the executed contract is required in order to calculate a plan review charge and will be considered the estimated construction value of the job at the time of submittal. The actual construction value will be figured based on (lie current [CC Valuation Table in effect at the time the permit is issued, in accordance with local ordinance. Should calculated charges figured off the executed contract exceed the actual construction value, credit will be applied to your permit fees when the permit is issued, OWNER'S AFFIDAVIT: I certify that all of the foi be done in compliance with all applicable laws regul Signature of Owncr/Agent Date Print Owner/Agent's Name signature of Notary -State of Florida Date Owner/Agent is Personally Known to Me or Produced ID Type of ID ing information is accurate and that all work will g cAnstructipn and zoning. h — 8/22/1 ractor/Agent Date Kevin Stine Print Contractor/Agent's Name kf- : — — — — 11A 1ASignaturec' to KELLY WEBSTER Notary Public - Byte of Florida Commission M FF 978034 My Comm. Expires Apr 4, 2020 Contractor/A el 1 Produced ID Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building Electrical Mechanical Plumbing Construction Type: Occupancy Use: Total Sq Ft of Bldg: Min. Occupancy Load: New Construction: Electric - # of Amps Fire Sprinkler Permit: Yes No APPROVALS: ZONING: ENGINEERING: COMMENTS: Gas Roof Flood Zone: of Stories: Plumbing - # of Fixtures of Heads Fire Alarm Permit: Yes No UTILITIES: WASTE WATER: FIRE: BUILDING: Revised: June 30.2015 Permit Application r CITY OF SANFORD BUILDING & FIRE PREVENTION F D PERMIT APPLICATION Application No: I F — / G d-_7 Documented Construction Value: S Job Address: J U / f Tf i e 3 t Ccu Historic District: Yes No fN FVX Parcel ID: Residential W' Commercial[] Type of Work: New `ty Addition Alteration Repair Demo Change of Use Move Description of Work: Pf UV)Ai ii/Lw 'To.f VI Uj 5 Plan Review Contact Person: Ti e: Phone: Fax: Email: Property Owner Information Name Phone: Street: Resident of property? City, State Zip: 0"'61 Contractor Information Name )co't (.rKLj(t4 '_ Phone: `Ui-//--!7C1d Street: S ] t". Fax: y ' l 0 l — V r(. City, State Zip: . k Ucvd , R 34i State License No.: Architect/ Engineer Information Name: Phone: Street: Fax: City, St, Zip: E-mail: Bonding Company: Address: Mortgage Lender: Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYINGTWICEFORIMPROVEMENTSTOYOURPROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDEDANDPOSTEDONTHEJOBSITEBEFORETHEFIRSTINSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. Application is hereby made to obtain a permit to do the work and installations as indicated. 1 certify that no work or installation has commencedpriortotheissuanceofapermitandthatallworkwillbeperformedtomeetstandardsofalllawsregulatingconstructioninthisjurisdiction. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. FBC 105.3 Shall be inscribed with the date of application and the code in effect as of that date: 51" Edition (2014) Florida Building Code Revised: June 30, 2015 Pennit Application a NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may befoundinthepublicrecordsofthiscounty, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713 The City of Sanford requires payment of a plan review fee at the time of permit submittal. A copy of the executed contract is required in order to calculate a plan review charge and will be considered the estimated construction value of the job at the time of submittal. The actual construction value will be figured based on the current 1CC Valuation Table in effect at the time the permit is issued, in accordance with local ordinance. Should calculated charges figured off the executed contract exceed the actual construction value, credit will be applied to your permit fees when the permit is issued. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. Signature ofOwner/Agent Date Sig azure o` on for/Agent Date rant Owner/Agent's Name Signature of Notary -State of Florida Date Owner/Agent is Personally Known to Me or Produced ID Type of ID 91,0L `i iq j c3-- Print Contractor/Agent's Name J IiERA1" Signaturt_of Notary -State of Fonda I If Dat •• ,ti+ISSlpv • .C> 7.20,Ccr9. w G o * o iFF 120855 Contractor/Agent is X Personally Kncrv[to off, Produced ID Type of ID '•`;,.: ST Aj. BELOW IS FOR OFFICE USE ONLY Permits Required: Building Electrical Mechanical Plumbing Gas Roof Construction Type: Total Sq Ft of Bldg: Occupancy Use: Min. Occupancy Load: New Construction: Electric - # of Amps Fire Sprinkler Permit: Yes No APPROVALS: ZONING: ENGINEERING: COMMENTS: Flood Zone: of Stories: Plumbing - # of Fixtures of Heads Fire Alarm Permit: Yes No UTILITIES: FIRE: WASTE WATER: BUILDING: Revised: June 30, 2015 Permit Application UNIVERSAL UES Project No: 0110.1700817.0000 Workorder No: 9393266-2 ENGINEERING SCIENCES • Report Date: 7/23/2018 Consultants In: Geotechnical Engineering • Environmental Sciences Geophysical Services • Construction Materials Testing • Threshold Inspection Building Inspection • Plan Review • Building Code Administration 3532 Maggie Blvd, Orlando, 32811 • P: 407.423.0504 • F: 407.423.3106 In -Place Density Test Report Client: Park Square Homes 5200 Vineland Road, Suite 200 Orlando, FL 32811 Project: Wyndham Preserve, House Lot Testing UES Technician: Sammie Edwards Date Tested: 07/23/2018 East Lake Mary Boulevard 8 Brisson Avenue South, Sanford, Seminole County, FL 32773 Area Tested: 3902 Salt Marsh Loop (Lot # 33) Type of Test; Material: Fill Field: ASTM D-2937 Drive Cylinder Method Reference Datum: 0 = Top of Fill Laboratory: ASTM D1557 Modified Proctor The tests below meet the minimum 95% relative soil compaction requirement of Laboratory Proctor maximum dry density. Test No. Location of Test Range Maximum Density pcf) Dptimum Moisture 1%) Field Dry Density pcf) Field Moisture Soil Compaction 1%) Fill Depth inch) Pass or Fail 6 North West Corner of Pad 0-1 ft 106.8 10.6 103.7 11.0 97 N/A Pas: South West Corner of Pad 1-2 ft 106.8 10.6 104.6 11.8 98 N/A Pas: 8 South East Comer of Pad 1-2 ft 106.8 10.6 105.1 11.2 98 N/A Pas: 9 North East Corner of Pad 1-2 ft 106.8 10.6 105.4 12.3 99 N/A Pas: 10 Center of Pad' 2-3 ft 106.8 10.6 106.3 11.5 100 N/A Pas: Remarks: At time of testing, footings had not been excavated. All tests were performed inside of Pad Area. P. 4 Tn nn{nhlinh . m..{..nl nm{un{inn {n I /ni..n.r nl'n nlinn{n {hn 0-hlin and n...a.nh— nll .vann.{n — n..h miHnd nn nn nFdnn{in/ --'h, of n... nlinn{n and U DESCRIPTION AS FURNISHED: lot 33, WYNDHAM PRESERVE, as recorded in Plat Book 81, Pages 93 through 102 of the Public Records of Seminole County, Florida. BOUNDARY FOR/CERTIFIED TO: Park Square Enterprises, LLC (a Delaware Corporation); Winderweedle, Haines, Ward & Woodman, PA; Attorneys' Title Insurance Fund; Bank of America LOT 50 LOT 51 AT82302' E i N 837B70" W r LOT 33 726. 80' 26.80' S 5.00' 114.0' y 4n" 'In S.00' F 76.0 M1 w C, w FORM80ARD p FOUNDATION , LOT 34 01j Tor -TOP OF6: FORM LOT 32 FORA/ AVERAGE O .. JO.42' : .., o to 5.00' 8.0' Jp ri. 0 N 13.00' 22.0' 5.00' 25.20' 25.20' 10' UTIL ESMT. 10 76.00' PC AA.o 9.9.) N 89'40'51 " E 40.00' 6 \'L SETBACKS AS FURNISHED FRONT - 25'(•) REAR ' ( SAL TMARSH 1,00PSIDE5' (40' LOT) 7.560' LOT) TO' (75' Lon SIDE STREET = 25' (60' h 75' LOT) ( 50' PRIVATE ROAD) 15. (40, LOT) 25' FRONT SETBACK CAN BE REDUCED . TO 20' ON CERTAIN LOTS. NO MORE THAN 2) IN SUCCESSION AT 20' AND A MINIMUM PLOT PLAN AREA CALCULATIONS OF (2) IN SUCCESSION AT 25' TOTAL LOT AREA 4,652 t SQUARE FEET PROPOSED - nNSHED SPOT GRADE ELEVATIONS FLATWORK ON/OFF LOT a TOTAL 3 SOUARE FEET FLA MORK PER DRAINAGE PLANS IWO DRIVE 4031 114- 517.t SQUARE FEET FOUNDATION/PAD 1.641 S SQUARE FEET PROPOSED DRANAGE FLOW WALKS 69/200- 2691 souAR£ FEET REAR PATIO 117 t SQUARE FEET LOT CRADING TYPE A FRONT PORCH DECK 99 * SQUARE FEET SOD 2.3221 126 - 2, 448 f SQUARE FEET POOL DECK N/A f SQUARE FEET PROPOSED F.F. PER PLANS 30.49I0M FRONT SIDEWALK AND STREET LOCATWN TAKEN FROM PLANS PROv10ED BY CLIENT • NOT FIELD VMFIM CRUSEMVE' YE'R-SCOTT & ASSOC., INC. - LAND SURVEYORS LEGEND _ RAT P— • — . L 5400 E. COLONIAL DR. ORLANDO. FL 32607 (407)-277-3232 FAX (407)-658- 74J6 Lr. . m1 RVE ILL . KONT O O:Vg3[ LMNATME I. THELlMO.tiED OM hUM CDRT/1• THAT TIO SIAIKY R OAR TIESTANDAADSOFMAC= SET FORM 97 THE FLOOD, RO Or Is. m1 u ROM W 0Ab p!•VATUIE 0. RADIAL, 11K/Y. ESSADMS14AM" AAO WPM N CrMPTOR W-17 FLOOD, A016OTMTAE CODE 1VI6UWT TVQF SECI477.0T7. FLORLM SUMS 1 R IOMLOfT G• ttr V V2' IA •/Mt ,S% ILL - 101-RAOAL 2. im s OOO aiM SIIKY617 LE PFOR AM DId1LL D TO HEWAL.S ILO 90TLCY11AR OR COTES AO: NOT vALD A RfLOM W VP. CALO 1A IDofT 1 OR SOADT S T I MIm TM TRIO NiDRWTOM F1.blf1ED TO M SVRKTOL iIEA'O WY K 011Q R6'TIRCIdO IIIL . R®LrVQTi0Lm4CAIG • OILCLLANT M USOIDLR IIN7 AFFECT TM /ROP[RTI: M. R®If tr CDRM.EIOR lUl . IOOIAIdT LRFOmt[ IWROR L NO OOOVINAW apROWMTS INK ®I LOCATED LNM ODCROTSE 91ORI4 LDRPLK rf. ROOMS R!a OEVATMO • no SIOKY O IROMM MR TIE SOLO IVIOTr or DOW CO"nM TO AND S ADAO LOT t qID IR N r ANY ODRIT LNRIE'. ALO : wn Am3% asa. . mO QTL LD[ RIDR-OF-VAT LIL ELCMYO: a affiew a SID.N FOR TNT LOCATOM OF 00MO04M REAM SNOLW NOT L USED TO RCCON"LICr LONOMY LRES MT. : TgATTxN r Li ' BASE LL 43 7. WARP= ARE 900 AMR&ACD 04 AND ON TIE LIE MCC AS LASE WAADAG (W UfLL. . IRD.Ln a ILEA TRMR F 94 M/l ARE BASED Of MTV" CEOOTDC VOMM ODTM Or I129, LMM OTHUMSE NOTED Oft . C— LWf rOAX 9 CERM1CATE OF AURgWMN W 47K vLIC. • VLID KKK cn • TOQETE Nm SCALE I• 211 — ORAMN BA ' IT. •ROOT O CU1vAC Fm r OF*A»r drr ORIIEIE Fro ic • vsnLfnnl CEIfTiF1EDBr -.. R PLOT PLAN O3-75-20/8 1511-1a _ i • mr M FORM90 RO FOUNCATPON/ELEM 07-11-2018 4JIa-18 c ca : D4a1R RLARDI6NORTH TMS RMdNO\ PROPERTY DOES NOT LIE 101M/N M THE ESTAauSIIID IW YFAR F1.000 PLANE AS PER 'FIRM• RUSENM ALS.11 ZONE 1. MAP / 12T 17CO090 F (09-28-07) 50071, R.LS / 4a01 i vl'ORU 5. AFLORIDA Building & Fire Prevention Division P.O. Box 1788 Sanford, FL 32772-1788 CERTIFICATE OF OCCUPANCY Issue Date Parcel Number Property Address Subdivision Name Legal Description Owner Contractor Application Number Description of Work Construction Type Occupancy Type Flood Zone PERMANENT January 22, 2019 3902 SALTMARSH LP SANFORD, FL 32773 PARK SQUARE HOMES BRl 8-001627 BLDG PERMIT - NEW CONST/ALTER Approved BUILDING OFFICIAL VOID UNLESS SIGNED BY THE BUILDING OFFICIAL In accordance with this Certificate of Occupancy, all inspections for compliance with the 5th Edition Florida Building Code 2014 for occupancy and use have been performed and approved. If the construction project was permitted and built under the owner/builder contractor exemption of Florida Statute 489.103; refer to the state statute regarding limitations on renting, lease or sale of this property. CITY OF SANFORD APR _ 9 2018 BUILDING & FIRE PREVENTION PERMIT APPLICATION 1 ' Application No: Documented Construction Value: $ 00 Job Address: 3902 Saltmarsh Loop, Sanford 32771 (Lot 33) Historic District: Yes No Parcel ED: 17-20-31-502-0000-0330 Residential © Commercial Type of Work: New X Addition Alteration Repair Demo Change of Use Move Description of Work: Construction of new single family residence Plan Review Contact Person: Michelle Parkison Title: Permitting Manager Phone:407-529-3135 Fax: Email: mparkisoneparksguarehomes.com Property Owner Information Name Park Square Enterprises LLC Phone: 407-529-3000 Street: 5200 Vineland Rd Suite 200 Resident of property? : No City, State Zip: Orlando, FL 32811 Contractor Information Name Park Square Homes/ Vishaal Gupta Phone: 407-529-3000 Street: 5200 Vineland Rd Suite 200 Fax: 407-529-3001 City, State Zip: Orlando, FL 32811 State License No.: CRC1330351 Arch. / MJS Home Designs Architect/Engineer Information Arch. 407-629-6711 Name: Eng. / Don Bolden Eng. Phone: Eng. 386-668-7606 Arch./ 250 N. Wymore Rd. Suite B Winter Park FL 32789 Street: Eng./ PO Box 530783, Debary FL 32753 Fax: City, St, Zip: E-mail: Bonding Company: Mortgage Lender: Address: Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. FBC 105.3 Shall be inscribed with the date of application and the code in effect as of that date: 5t° Edition (2014) Florida Building Code Revised: June 30, 2015 Permit Application NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713. The City of Sanford requires payment of a plan review fee at the time of permit submittal. A copy of the executed contract is required in order to calculate a plan review charge and will be considered the estimated construction value of the job at the time of submittal. The actual construction value will be figured based on the current ICC Valuation Table in effect at the time the permit is issued, in accordance with local ordinance. Should calculated charges figured off the executed contract exceed the actual construction value, credit will be applied to your permit fees when the permit is issued. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. 4W-" y-a -18 t y-a- ie Signature of Owner/Agent Date Signature of Contractor/Agent Date Vishaal Gupta Vishaal Gupta_, Print Owner/Age s Name Print Contrac / ent's Nam ti•5-1-1B ' •a /e Slgnat re of Nota- to f or a Date Date MICHELLEPARKISON ;t'i'r'iy MICHELLEPARKISON w,; ; : _ . . 4•'; Notary Public - State of Florida z • Notary Public - Stale of Florida Commission # GG 157861 :' • _ Commission # GG 157861 gut . = My Comm. Expires Nov 5, 2021 a My Comm. Expires Nov 5, 2021 c;"`` •' Bonded through Netlonal Notary Assn. Bonded thrao Nalard Notary Assn. e g nt 1s -Persona ly Known to Me or Contractor/Agent is Personally Known to Me or Produced ID Type of ID Produced ID Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building® Electrical® Mechanical© Plumbing© Gas Roof Construction Type: V ( Occupancy Use: (Z.3 Flood Zone: X- 5c-L A.: t AcNf.O Total Sq Ft of Bldg: 9gLq Min. Occupancy Load: l o # of Stories: 2 New Construction: Electric - # of Amps Zsp Plumbing - # of Fixtures Z ( Fire Sprinkler Permit: Yes No E] # of Heads APPROVALS: ZONING: 3 9 UTILITIES: ENGINEERING: V`nTC— A-16-V6 FIRE: Ok to construct single family home COMMENTS: with setbacks and impervious area shown on plan. 5O- 2'010 ;&V- Zvi 2 3arcelom - C., &`F- Fire Alarm Permit: Yes F] No XQ WASTE WATER: BUILDING: 5lr Ga-1-i% Revised June 30, 2015 Permit Application rye fVV] 1:' S ti_i c c +raa CITY OF SANFORD APR o {U)a BUILDING & FIRE PREVENTION PERMIT APPLICATION 4 - R y•- Application No (,o Documented Construction Value: $ 144,308.00 Job Address: 3902 Saltmarsh Loop, Sanford 32771 (Lot 33) Historic District: Yes No Parcel ED: 17-20-31-502-0000-0330 Residential X Commercial Type of Work: New 0 Addition Alteration Repair Demo Change of Use Move Description of work: Construction of new single family residence Plan Review Contact Person: Michelle Parkison Title: Permitting Manager Phone:407-529-3135 Fax: Name Park Square Enterprises LLC Street: 5200 Vineland Rd Suite 200 City, State Zip: Orlando, FL 32811 Email: mparkison(cDparksguarehomes.com Property Owner Information Phone: 407-529-3000 Resident of property? : No Contractor Information Name Park Square Homes/ Vishaal Gupta Street: 5200 Vineland Rd Suite 200 City, State Zip: Orlando, FL 32811 Phone: 407-529-3000 Fax: 407-529-3001 State License No.: CRC1330351 Arch. / MJS Home Designs Architect/Engineer Information Arch. 407-629-6711 Name: Eng. / Don Bolden Eng. Phone: Eng. 386-668-7606 Arch./ 250 N. Wymore Rd. Suite B Winter Park FL 32789 Street: Eng./ PO Box 530783. Debary FL 32753 Fax: City, St, Zip: Bonding Company: Address: E-mail: Mortgage Lender: Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. FBC 105.3 Shall be inscribed with the date of application and the code in effect as of that date: 5+1 Edition (2014) Florida Building Code Revised: June 30, 2015 Permit Application NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713. The City of Sanford requires payment of a plan review fee at the time of permit submittal. A copy of the executed contract is required in order to calculate a plan review charge and will be considered the estimated construction value of the job at the time of submittal. The actual construction value will be figured based on the current ICC Valuation Table in effect at the time the permit is issued, in accordance with local ordinance. Should calculated charges figured off the executed contract exceed the actual construction value, credit will be applied to your permit fees when the permit is issued. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. V/-'- v-a - /8 Signature of Owner/Agent Date Vishaal Gupta Print Owner/Agee s Name Date N;;;Y ••,, MICHELLEPARKISON Notary Public - Slate of Florida Commission # GG 157861 u My Comm. Expires Nov 5, 2021 Bonded through NeUonal NotaryAssn. Signature of Contractor/Agent Date Vishaal Gu Print Contractor/) MICHELLE PARKISON Notary Public - State of Florida Commission # GG 157861 My Comm. Expires Nov 5.2021 Bonded through National Nolary Assn. a. A Date 0v7neT/ PCgEntis —` - Personally Known to Me or Contractor/Agent is` Personally Known to Me or Produced ID Type of ID Produced ID Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building Electrical Mechanical Plumbing[] Gas Roof Construction Type: Total Sq Ft of Bldg: Occupancy Use: Min. Occupancy Load: Flood Zone: of Stories: New Construction: Electric - # of Amps Plumbing - # of Fixtures Fire Sprinkler Permit: Yes No # of Heads APPROVALS: ZONING: ENGINEERING: COMMENTS: Fire Alarm Permit: Yes No UTILITIES: AP 7'7 WASTE WATER: BUILDING: Revised: June 30, 2015 Permit Application REQUIRED INSPECTION SEQUENCE PARK SQUARE HOMES SFR-DETACHED Permit # BUILDING PERMIT Min Max Inspection Description 10 Form board / Foundation Survey 10 Slab / Mono Slab Pre our 20 Lintel / Tie Beam / Fill / Down Cell 30 Sheathing — Walls 30 Sheathing — Roof 40 Roof Dry In 50 Frame 60 Insulation Rough In 70 Drywall / Sheetrock 40 70 Lath Inspection 50 1000 Final Roof 50 1000 Final Stucco / Siding 80 1000 Insulation Final 1000 Final Single Family Residenc - AddrPec- 1EL;ECTRICAL' PERMIT'- Min Max Inspection Description 10 Underground Electric 10 Footer / Slab Steel Bond 20 1 30 Temporary Underground Power (TUG) 30 Electric Rough 1000 Electric Final K ' Min Max Inspection Description 10 Plumbing Underground 20 Plumbing Tubset 10 1000 Plumbing Sewer 1000 Plumbing Final MECHAN,_ICAL PERMIT :_ _ : Min Max Inspection Description 10 Mechanical Rough 1000 Mechanical Final REVISED: June 2014 City of Sanford Planning and Development Services Engineering — Floodplain Management Flood Zone Determination Request Form Name: Michelle Parkison Firm: Park Square Homes Address: 5200 Vineland Road, Suite 200 City: Orlando State: FL Zip Code: 32811 Phone: 407-529-3135 Fax: Email: mparkison@parksquarehomes.com Property Address: 3902 Saltmarsh Loop Property Owner: Park Square Enterprises, LLC Parcel identification Number: 17-20-31-502-0000-0330 Phone Number: 407-529-3000 Email: The reason for the flood plain determination is: New structure Existing Structure (pre-2007 FIRM adoption) Expansion/Addition Existing Structure (post 2007 FIRM adoption) Pre 2007 FIRM adoption = finished floor elevation 12" above BFE Post 2007 FIRM adoption = finished floor elevation 24" above BFE (Ordinance 4360) OFFICIAL USE ONLY Flood Zone: X Base Flood Elevation: N/A Datum: N/A FIRM Panel Number: 120294 0090 F Map Date: Sept. 28, 2007 The referenced Flood Insurance Rate Map indicates the following: The parcel is in the: floodplain floodway A portion of the parcel is in the: floodplain floodway The parcel is not in the: floodplain [—]floodway The structure is in the: floodplain floodway The structure is not in the: floodplain floodway If the subject property is determined to be flood zone `A', the best available information used to determine the base flood elevation is: BP# 18-1627 Reviewed by: Michael Cash, CFM Date: April 26, 2018 1 1, 1 Application for Paved Driveway, Sidewalk or V X1111KWalkway Including Right -of -Way Use & F O177 Landscaping in Right -of -Way www.sanfordn.gov Department of Planning & Development Services 300 North Park Avenue, Sanford, Florida 32771 Phone:407.688.5140 Fax:407.688.5141 This permit authorizes work to be done on the subject property or in the City of Sanford's right-of-way in accordance with the City's regulations and the attached construction plans approved as part of this permit. The permit is required for driveway or sidewalk construction over 100 square feet of concrete or other material on the subject parcel and / or any construction of a driveway, walkway or landscape improvements within the city right-of-way. It does not approve any work within any other ' jurisdiction's right-of-way. All requested information below as well as a current survey, site plan or plat clearly identifying the Kww what% below. size and location of the existing right—of-way and use shall be provided or application could be delayed. Call before you dig. 1. Project Location/Address: 2. Proposed Activity: X Driveway Walkway Other: 3. Schedule of Work: Start Date 4. Brief Description of Work: Completion Date Construction of new driveway for new single family residence This application is submitted by - Properly Ovuner. Signature: /41 Address: 5200 Vineland Rd Suite 200 Orlando, FL 32811 Phone: (407) 529-3135 Fax: Print Name: Vishaal Gupta Emergency Repairs Email: mparkison@parksquarehomes.com Date: 44'a- /8 Maintenance Responsibilities/Indemnification The Requestor, and his successors and assigns, shall be responsible for perpetual maintenance of the improvement installed under this Agreement. This shall include maintenance of the improvement and unpaved portion of right-of-way adjacent thereto. Requestor may, with written City authorization, remove said installation/improvement fully restoring the right-of-way to its previous condition. In the event that any future construction of roadways, utilities, stormwater facilities, or any general maintenance activities by the City becomes in conflict with the above permitted activity, the permittee shall remove, relocate and/or repair as necessary at no cost to the City of Sanford insofar as such facilities are in the public right-of-way. If the Requestor does not continuously maintain the improvement and area in accordance with previously stated criteria, or completely restore the right-of-way to its previous condition, the City shall, after appropriate notice, restore the area to its previous condition at the Requestor's expense and, if necessary, file a lien on the Requestor's property to recover costs of restoration. To the fullest extent permitted by law, Requestor agrees to defend, indemnify, and hold harmless the City, its councilpersons, agents, servants, or employ- ees (appointed, elected, or hired) from and against any and all liabilities, claims, penalties, demands, suits, judgments, losses, expenses, damages (direct, indirect or consequential), or injury of any nature whatsoever to person or property, and the costs and expenses incident thereto (including costs of defense, settlement, and reasonable attorney's fees up to and including an appeal), resulting in any fashion from or ansing directly or indirectly out of or connected with the use of the City's right-of-way. I have read and understand the above statement and by signing this application I agree to its terms. Signature: it Date: y'oZ' /8 This permit shall be posted on the site during construction. Please call 407.688.5080 24 hours in advance to schedule a pre -pour inspection. Pre -pour Inspection by: Date: Application No: _ Reviewed: Public Works Utilities Approved: Engineering Site Inspected by: Special Permit Conditions: Official Use Only Fee: Date: Date: Date. Date: 4' 2 6. Zo l S Date: November 2015 ROW Use Driveway.pol LIMITED POWER OF ATTORNEY Altamonte Springs, Casselberry, Lake Mary, Longwood, Sanford, Seminole County, Winter Springs Date: 4 • a • (8 I hereby name and appoint: --v)a, 4— (-Y Csir an agent of: Park Sauare Homes Name of Company) to be my lawful attorney -in -fact to act for me to apply for, receipt for, sign for and do all things necessary to this appointment for (check only one option): The specific permit and application for work located at: Street Address) Expiration Date for This Limited Power of Attorney: la• 3t. l8 License Holder Name: Vishaal Gupta State License Number: CRC1330351 Signature of License Holder: &/ STATE OF FLORIDA COUNTY OF Orange The foregoing instrument was acknowledged before me this -0 day of Apr; 1 , 2W 1a , by Vishaal Gupta who is ¢(personally known to me or who has produced as identification and who did (did not) take an 4igna .11 Notary Seal) Y';:,,, MICHELLE 4 Notary Public - Commission # D5,2021MyComm. ExpirBondedttuoughNa Rev. 08.12) Print or type name Notary Public - State of Commission No.C:C-A 1518co 1 My Commission Expires: h -5-aOS-1 Parcel ID Number: 17-20-31-502-0000- 03j 0 GRANT MALOY? SENINOLE.. COUNTY CLEuil OF C:IRC:UIT COURT t, CONPTROLLER Prepared By Daphne Clark BK 9153 Ps 1435 (11'9s ) and Park Square Homes CLERK'S T 2018068528 Return To: 5200 Vineland Road, Suite 200 RECORDED 116/15/2018 12;32.51 F.T. Orlando, F132811 RECORDING FEES $10.00 RECORDED BY tsmith NOTICE OF COMMENCEMENT. State of Florida. County of Seminole. Permit Number : J The undersigned hereby gives notice that improvements will be made to certain real property, and in accordance with Chapter 713, Florida Statutes, the following information is provided in this Notice of Commencement. 1. Description of Property: LOT Legal Description: WYNDHAM PRESERVE, according to the plat thereof, as recorded in Plat Book 81, Page 93-102, of the publicrecords of Seminole County, Florida. Address : Q 71a 1/t Qlr d-4,Sanford Fl 32773 4. 5. 6. 7. General Description of Improvements: Owner Information : Name Address Telephone Fee Simple Title Holder: Contractor Name and Address : Name Surety: N.A. Lender: Address Telephone New Single Family Home Park Square Enterprises LLC 5200 Vineland Road, Suite 200, Orlando, FI 32811 407) 529-3000 N.A. Park Square Homes 5200 Vineland Road, Suite 200, Orlando, F132811 407) 529-3000 Name Fifth Third Bank Address 5050 Kingsley Dr. MD: 1MOC3J Cincinnati, OH 45227 8. Persons within the State of Florida designated by the Owner upon whom notices or other documents may be served asprovidesby713.13(1)(a)7., Florida Statutes: N.A 9. In addition to himself, Owner designates the following to receive a copy of the Lienor's Notice as provided in 713.13(1)(b), Florida Statutes. N.A. 10. Expiration date of notice of commencement: One year from the date of recording. WARNING TO OWNER: ANY PAYMENTS MADE BY THE OWNER AFTER THE EXPIRATION OF THE NOTICE OF COMMENCEMENT ARE CONSIDERED IMPROPER PAYMENTS UNDER CHAPTER 713, PART I, SECTION 713.13, FLORIDA STATUTES, AND CAN RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTENT TO OBTAIN FINANCING, CONSULT YOUR LENDER OT ATTORNEY BEFORE COMMENCING WORK OR RECORDING YOURNOTICEOFCOMMENCEMENT. 11. Date Signed: Signature of Owner's Agent: _ 4XI- Vishaal Gupta Executive Vice President, Park Square Enterprises LLC Sworn to and subscribed before me this day by Vishaal Gupta who is personally known to me and did not produce ID. Notary Public Daphne Clark My commission expires: 6/27/19 Serial No. FF209108 p1RES:JUI n * GRANT nAP10 prrNO E FJ; D C4E . 'Cul1 rcool K Or , ERryseal: CLER ,ROL•- AND COpf P NTI, FLORIOA SEM p CLERK B Aate RECORD COPY FORM R405-2017 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Business and Professional Regulation - Residential Performance Method Project Name: Lot 033 Barcelona C RHG Office - N Builder Name: One Stop Cooling and HeatingnStreet: 3902 Saltmarsh Loop Permit Office: Ci, ofa6ordCity, fOwner: State, Zip: Sanford , FL , Permit Number: Park Square Homes Jurisdiction: 691500 Design Location: FL, Orlando County:: Seminole (Florida Climate Zone 1. New construction or existing New (From Plans) 9. Wall Types (2911.7 sqft.) Insulation Area 2. Single family or multiple family Single-family a. Frame - Wood, Exterior R=11.0 1521.00 ft2 b. Concrete Block - Int Insul, Exterior R=4.1 1185.30 ft2 3. Number of units, if multiple family. 1 c. Frame - Wood, Adjacent R=11.0 205.33 ft2 4. Number of Bedrooms 3 d. N/A R= ft2 10. Ceiling Types (1489.0 sgft.) Insulation Area 5. Is this a worst case? No a. Under Attic (Vented) R=30.0 1489.00 ft 2 6. Conditioned floor area above grade (W) 2413 b. N/A R= ft2 c. N/A R= ft2 Conditioned floor area below grade (ft2) 0 11. Ducts R 112 7. Windows(298.0 sgft.) Description Area a. Sup: Attic, Ret: Attic, AH: 2nd Floor 6 482.6 a. U-Factor: Dbl, U=0.55 165.00 ft2 SHGC: SHGC=0.22 b. U-Factor: Dbl, U=0.54 69.00 ft2 12. Cooling systems kBtu/hr Efficiency SHGC: SHGC=0.25 a. Central Unit 47.0 SEER:16.00 c. U-Factor: Dbl, U=0.58 64.00 ft2 SHGC: SHGC=0.25 13. Heating systems kBtu/hr Efficiency d. U-Factor: N/A ft2 a. Electric Heat Pump 45.5 HSPF:9.00 SHGC: Area Weighted Average Overhang Depth: 2.454 ft. Area Weighted Average SHGC: 0.233 14. Hot water systems a. Electric Cap: 50 gallons B. Floor Types (2413.0 sgft.) Insulation Area EF: 0.900 a. Slab -On -Grade Edge Insulation R=0.0 1186.00 ft2 b. Conservation features b. Floor Over Other Space R=0.0 916.00 ft2 None c. other (see details) R= 311.00 ft2 15. Credits Pstat Glass/Floor Area: '0.123 Total Proposed Modified Loads: 69.29 PASSTotalBaselineLoads: 71.54 I hereby certify that the plans and specifications covered by Review of the plans and O -JAE S-p4, this calculation are in compliance with the Florida Energy specifications covered by this Code. Digitally signed by Bojan calculation indicates compliance PaukovicBoanPaukovic1Date: 2018.03.221124:38 with the Florida EnergyCode. PREPARED BY: 04.00' Before construction is completed DATE: this building will be inspected for compliance with Section 553.908 O a I hereby certify that this building;•a esign , is in compliance Florida ttStStatutes. r 5 CODwiththeFloridaEnergya WEB OWNER/AGE BUILDING OFFICIAL: DATE: DATE: f2 It is Compliance requires certification by the air handler unit manufacturer that the air handler enclosure qualifies as ' certified factory -sealed in accordance with R403.3.2.1. Compliance requires an Air Barrier and.lnsulation Inspection Checklist in accordance with R402.4.1.1 and this project requires an envelope leakage test report with envelope leakage no greater than 7.00 ACH50 (R402.4.1.2). Compliance with a proposed duct•leakage An requires a Duct Leakage Test Report confirming duct leakage to outdoors, tested in accordance with ANSI/RESNET/ICC 380, is not greater than 0.030 Qn for whole house. 3/22/2018 11:19 AM EnergyGauge® USA - FlaRes2017 Section R405.4.1 Compliant Software Page 1 of 5 FORM R405-2017 PROJECT Title: Lot 033 Barcelona C RHG Off Bedrooms: 3 Address Type: Lot Information Building Type: User Conditioned Area: 2413 Lot # 033 Owner Name: Park Square Homes Total Stories: 2 Block/Subdivision: WYNDHAM PRESERV of Units: 1 Worst Case: No PlatBook: Builder Name: One Stop Cooling and Heatin Rotate Angle: 225 Street: 3902 Saltmarsh Loop Permit Office: City of Sanford Cross Ventilation: No County: Seminole Jurisdiction: 691500 Whole House Fan: No City, State, Zip: Sanford , Family Type: Single-family FL , New/Existing: New (From Plans) Comment: CLIMATE Design Temp Int Design Temp Heating Design Daily Temp Design Location TMY Site 97.5 % 2.5 % Winter Summer Degree Days Moisture Range FL, Orlando FL_ORLANDO_INTL_AR 41 91 70 75 526 44 Medium BLOCKS Number Name Area Volume 1 Blockl 2413 22072.6 SPACES Number Name Area Volume Kitchen Occupants Bedrooms InfilID Finished Cooled Heated 1 1st Floor 1186 11029.8 Yes 0 0 1 Yes Yes Yes 2 2nd Floor 1227 11043 No 4 3 1 Yes Yes Yes FLOORS Floor Type Space Perimeter Perimeter R-Value Area Joist R-Value Tile Wood Carpet 1 Raised Floor 2nd Floor ---- ____ 135 ft2 11 0.29 0 0.71 2 Floor over Garage 2nd Floor ---- ___- 176 ft2 11 0.29 0 0.71 3 Slab -On -Grade Edge Insulatio 1st Floor 127 ft 0 1186 ft2 0.29 0 0.71 4 Floor Over Other Space 2nd Floor ---- ---- 916 ft2 0 0.29 0 0.71 ROOF Roof Gable Roof Solar SA Emitt Emitt Deck Pitch Type Materials Area Area Color Absor. Tested Tested Insul. deg) 1 Gable or shed Composition shingles 1665 ft2 372 ft2 Dark 0.9 N 0.9 No 0 26.6 ATTIC V # Type Ventilation Vent Ratio (1 in) Area RBS IRCC 1 Full attic Vented 300 1489 ft2 N N 3/22/2018 11:19 AM EnergyGauge® USA - FlaRes2017 Section R405.4.1 Compliant Software Page 2 of 5 Pr)PKA PAr1c,-7r117 CEILING Ceiling Type Space R-Value Ins Type Area Framing Frac Truss Type 1 Under Attic (Vented) 1 st Floor 30 Blown 1489 ft2 0.1 Wood WALLS Adjacent Cavity Width Height Sheathing Framing Solar Below Space 1 NE=>W Exterior Frame - Wood 2nd Floor 11 54 6 9 0 490.5 ftz 0 0.25 0.8 0 2 NE=>W Exterior Concrete Block - Int Insul 1 st Floor 4.1 44 6 9 4 415.3 ftz 0 0 0.8 0 3 SE=>N Exterior Frame - Wood 2nd Floor 11 30 0 9 0 270.0 ftz 0 0.25 0.8 0 4 SE=>N Exterior Concrete Block - Int Insul 1 st Floor 4.1 8 0 9 4 74.7 ftz 0 0 0.8 0 5 SW=>E Exterior Frame - Wood 2nd Floor 11 54 6 9 0 490.5 ftz 0 0.25 0.8 0 6 SW=>E Exterior Concrete Block - Int Insul 1 st Floor 4.1 44 6 9 4 415.3 ftz 0 0 0.8 0 7 NW=>S Exterior Frame - Wood 2nd Floor 11 30 0 9 0 270.0 ftz 0 0.25 0.8 0 8 NW=>S . Exterior Concrete Block - Int Insul 1st Floor 4.1 30 0 9 4 280.0 ftz 0 0 0.8 0 9 S Garage Frame - Wood 1st Floor 11 22 0 9 4 205.3 ftz 0 0.25 0.8 0 DOORS Ornt Door Type Space Storms U-Value Width Height Area Ft In Ft In 1 SE=>N Insulated 1st Floor None 39 3 8 24 ftz 2 -=>S Wood 1st Floor None 39 2 8 8 21.3 IF WINDOWS Orientation shown is the entered orientation => changed to As Built rotated 225 degrees). Wall Overhang V Ornt ID Frame Panes NFRC U-Factor SHGC Imp Area Depth Separation Int Shade Screening 1 NE=>W 1 Metal Low-E Double Yes 0.55 0.22 N 15.0 ftz 1 ft 0 in 1 ft 2 in Drapes/blinds None 2 NE=>W 1 Metal Low-E Double Yes 0.54 0.25 N 12.0 ftz 1 ft 0 in 1 ft 2 in Drapes/blinds None 3 NE=>W 2 Metal Low-E Double Yes 0.55 0.22 N 45.0 ftz 1 ft 0 in 11 ft 0 in Drapes/blinds None 4 NE=>W 2 Metal Low-E Double Yes 0.54 0.25 N 4.0 ftz 1 ft 0 in 11 ft 0 in Drapes/blinds None 5 SE=>N 3 Metal Low-E Double Yes 0.55 0.22 N 15.0 ftz 1 ft 0 in 1 ft 2 in Drapes/blinds None 6 SE=>N 3 Metal Low-E Double Yes 0.54 0.25 N 4.0 ftz 1 ft 0 in 1 ft 2 in Drapes/blinds None 7 SE=>N 3 Metal Low-E Double Yes 0.54 0.25 N 12.0 ftz 1 ft 0 in 1 ft 2 in Drapes/blinds None 8 SW=>E 5 Metal Low-E Double Yes 0.54 0.25 N 3.0 ftz 1 ft 0 in 1 ft 2 in Drapes/blinds None 9 SW=>E 5 Metal Low-E Double • Yes 0.54 0.25 N 15.0 ftz 1 ft 0 in 1 ft 2 in Drapes/blinds None 10 SW=>E ' 5 Metal Low-E Double Yes 0.55 0.22 N 15.0 ftz 1 ft 0 in 1 ft 2 in Drapes/blinds None 11 SW=>E 5 Metal Low-E Double Yes 0.54 0.25 N 15.0 ftz 1 ft 0 in 1 ft 2 in Drapes/blinds None 12 SW=>E 6 Metal Low-E Double Yes 0.55 0.22 N 15.0 ftz 1 ft 0 in 11 ft 0 in Drapes/blinds None 13 SW=>E 6 Metal Low-E Double Yes 0.54 0.25 N 4.0 ftz 8 ft 0 in 1 ft 4 in Drapes/blinds None 14 NW=>S 7 Metal Low-E Double Yes 0.55 0.22 N 30.0 ftz 1 ft 0 in 1 It 2 in Drapes/blinds None 15 NW=>S 8 Metal Low-E Double Yes 0.55 0.22 N 30.0 ftz 1 ft 0 in 1 ft 4 in Drapes/blinds None 16 NW=>S 8 Metal Low-E Double Yes 0.58 0.25 N 64.0 ftz 7 ft 4 in 1 ft 4 in None None 3/22/2018 11:19 AM EnergyGauge® USA - FlaRes2017 Section R405.4.1 Compliant Software Page 3 of 5 FORM R405-2017 GARAGE Floor Area Ceiling Area Exposed Wall Perimeter Avg. Wall Height Exposed Wall Insulation 1 455 ftz 455 ftz 62 ft 9.3 ft 1 INFILTRATION Scope Method SLA CFM 50 ELA EgLA ACH ACH 50 1 Wholehouse Proposed ACH(50) 000407 2575.2 141.37 265.87 .3657 7 HEATING SYSTEM System Type Subtype Efficiency Capacity Block Ducts 1 Electric Heat Pump/ Split HSPF:9 45.5 kBtu/hr 1 sys#1 COOLING SYSTEM System Type. Subtype Efficiency Capacity Air Flow SHR Block Ducts 1 Central Unit/ Split SEER: 16 47 kBtu/hr 1410 cfm 0.75 1 sys#1 HOT WATER SYSTEM System Type SubType Location EF Cap Use SetPnt Conservation 1 Electric None Garage 0.9 50 gal 70 gal 120 deg None SOLAR HOT WATER SYSTEM FSEC Cert # Company Name Collector Storage System Model # Collector Model # Area Volume FEF None None ft2 DUCTS Supply ---- Location , R-Value Area Return ---- Air CFM 25 CFM25 Location Area Leakage Type Handler TOT OUT ON RLF HVAC # Heat Cool 1 Attic 6 482.6 ft Attic 120.65 Prop. Leak Free 2nd Floor --- cfm 72.4 cfm 0.03 0.50 1 1 3/22/2018 11:19 AM EnergyGauge® USA - FlaRes2017 Section R405.4.1 Compliant Software Page 4 of 5 FORM R405-2017 TEMPERATURES Programable Thermostat: Y Ceiling Fans: Cooling[ Jan HeatinlX} Jan Feb Feb Mar Mar Apr Apr I Ma [ X] May [ Jun Jun X Jul Jul Au Aul Se Sep Oct Oct - Nov X] Nov Dec XDec Ventin [ ]Jan lX} Feb Mar l A r May [ Jun Jul Aug l SeXJ Oct X] Nov j Dec Thermostat Schedule: HERS 2006 Reference Hours Schedule Type 1 2 3 4 5 6 7 8 9 10 11 12 Cooling (WD) AM 78 78 78 78 78 78 78 78 80 80 80 80 PM 80 80 78 78 78 78 78 78 78 78 78 78 Cooling (WEH) AM 78 78 78 78 78 78 78 78 78 78 78 78 PM 78 78 78 78 78 78 78 78 78 78 78 78 Heating (WD) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 66 66 Heating (WEH) AM ' 66 66 66 66 66 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 66 66 3/22/ 2018 11:19 AM EnergyGauge® USA - FlaRes2017 Section R405.4.1 Compliant Software Page 5 of 5 Florida Building Code, Energy Conservation, 6th Edition (2017) Mandatory Requirements for Residential Performance, Prescriptive and ERI Methods ADDRESS: 3902 Saltmarsh Loop Permit Number: Sanford , FL , MANDATORY REQUIREMENTS See individual code sections for full details. SECTION R401 GENERAL R401.3 Energy Performance Level (EPL) display card (Mandatory). The building official shall require that an energy performance level (EPL) display card be completed and certified by the builder to be accurate and correct before final approval of the building for occupancy. Florida law Section 553.9085, Florida Statutes) requires the EPL display card to be included as an addendum to each sales contract for both presold and nonpresold residential buildings. The EPL display card contains information indicating the energy performance level and efficiencies of components installed in a dwelling unit. The building official shall verity that the EPL display card completed and signed by the builder accurately reflects the plans and specifications submitted to demonstrate code compliance for the building. A copy of the EPL display card can be found in Appendix RD. R402.4 Air leakage (Mandatory). The building thermal envelope shall be constructed to limit air leakage in accordance with the requirements of Sections R402.4.1 through R402.4.5. Exception: Dwelling units of R-2 Occupancies and multiple attached single family dwellings shall be permitted to comply with Section C402.5. R402.4.1 Building thermal envelope. The building thermal envelope shall comply with Sections R402.4.1.1 and R402.4.1.2. The sealing methods between dissimilar materials shall allow for differential expansion and contraction. R402.4.1.1 Instal lation.The components of the building thermal envelope as listed in Table R402.4.1.1 shall be installed in accordance with the manufacturer's instructions and the criteria listed in Table R402.4.1.1, as applicable to the method of construction. Where required by the code official, an approved third party shall inspect all components and verify compliance. R402.4.1.2 Testing. The building or dwelling unit shall be tested and verified as having an air leakage rate not exceeding seven air changes per hour in Climate Zones 1 and 2, and three air changes per hour in Climate Zones 3 through 8. Testing shall be conducted in accordance with ANSI/RESNET/ICC 380 and reported at a pressure of 0.2 inch w.g. (50 pascals). Testing shall be conducted by either individuals as defined in Section 553.993(5) or (7), Florida Statutes, or individuals licensed as set forth in Section 489.105(3)(f), (g) or (i) or an approved third party. A written report of the results of the test shall be signed by the party conducting the test and provided to the code official. Testing shall be performed at any time after creation of all penetrations of the building thermal envelope. Exception:. ' Testing is not required for additions, alterations, renovations, or repairs, of the building thermal envelope of existing buildings in which the new construction is less than 85 percent of the building thermal envelope. During testing: 1. Exterior windows and doors, fireplace and stove doors shall be closed, but not sealed, beyond the intended weatherstripping or other infiltration control measures. 2. Dampers including exhaust, intake, makeup air, backdraft and flue dampers shall be closed, but not sealed beyond intended infiltration control measures. 3. Interior doors, if installed at the time of the test, shall be open. 4. Exterior doors for continuous ventilation systems and heat recovery ventilators shall be closed and sealed. 5. Heating and cooling systems, if installed at the time of the test, shall be turned off. 6. Supply and return registers, if installed at the time of the test, shall be fully open. R402.4.2 Fireplaces. New wood -burning fireplaces shall have tight -fitting flue dampers or doors, and outdoor combustion air. Where using tight -fitting doors on factory -built fireplaces listed and labeled in accordance with UL 127, the doors shall be tested and listed for the fireplace. Where using tight -fitting doors on masonry fireplaces, the doors shall be listed and labeled in accordance with UL 907. R402.4.3 Fenestration air leakage Windows, skylights and sliding glass doors shall have an air infiltration rate of no more than 0.3 cfm per square foot (1.5 Us/m2), and swinging doors no more than 0.5 cfm per square foot (2.6 Us/m2), when tested according to NFRC 400 or AAMA/ WDMA/CSA 101/I.S.2/A440 by an accredited, independent laboratory and listed and labeled by the manufacturer. Exception: Site -built windows, skylights and doors. 3/22/2018 11:19 AM EnergyGauge® USA - FlaRes2017 - FBC 6th Edition (2017) Complia Page 1 of 5 MANDATORY REQUIREMENTS - (Continued) R402.4.4 Rooms containing fuel -burning appliances. In Climate Zones 3 through 8, where open combustion air ducts provide combustion air to open combustion fuel burning appliances, the appliances and combustion air opening shall be located outside the building thermal envelope or enclosed in a room, isolated from inside the thermal envelope. Such rooms shall be sealed and insulated in accordance with the envelope requirements of Table R402.1.2, where the walls, floors and ceilings shall meet not less than the basement wall R-value requirement. The door into the room shall be fully gasketed and any water lines and ducts in the room insulated in accordance with Section R403. The combustion air duct shall be insulated where it passes through conditioned space to a minimum of R-8. Exceptions: 1. Direct vent appliances with both intake and exhaust pipes installed continuous to the outside. 2. Fireplaces and stoves complying with Section R402.4.2 and Section R1006 of the Florida Building Code, Residential. R402.4.5 Recessed lighting. Recessed luminaires installed in the building thermal envelope shall be sealed to limit air leakage between conditioned and unconditioned spaces. All recessed luminaires shall be IC -rated and labeled as having an air leakage rate not more than 2.0 cfm (0.944 Us) when tested in accordance with ASTM E283 at a 1.57 psi (75 Pa) pressure differential. All recessed luminaires shall be sealed with a gasket or caulk between the housing and the interior wall or ceiling covering. SECTION R403 SYSTEMS R403.1 Controls. R403.1.1 Thermostat provision (Mandatory). At least one thermostat shall be provided for each separate heating and cooling system. R403.1.3 Heat pump supplementary heat (Mandatory). Heat pumps having supplementary electric -resistance heat shall have controls that, except during defrost, prevent supplemental heat operation when the heat pump compressor can meet the heating load. R403.3.2 Sealing (Mandatory) All ducts, au handlers, filter boxes and building cavities that form the primary air containment passageways for air distribution systems shall be considered ducts or plenum chambers, shall be constructed and sealed in accordance with Section C403.2.9.2 of the Commercial Provisions of this code and shall be shown to meet duct tightness criteria below. Duct tightness shall be verified by testing in accordance with ANSI/RESNET/ICC 380 by either individuals as defined in Section 553.993(5) or 7), Florida Statutes, or individuals licensed as set forth in Section 489.105(3)(f), (g) or (i), Florida Statutes, to be "substantially leak free" in accordance with Section R403.3.3. R403.3.2.1 Sealed air handler. Air handlers shall have a manufacturer's designation for an air leakage of no more than 2 percent of the design airflow rate when tested in accordance with ASHRAE 193. R403.3.3 Duct testing (Mandatory). Ducts shall be pressure tested to determine air leakage by one of the following methods: Rough -in lest: Total leakage shall be measured with a pressure differential of 0.1 inch w.g. (25 Pa) across the system, including the manufacturer's air handler enclosure if installed at the time of the test. All registers shall be taped or otherwise sealed during the test. 2. Postconstruction test: Total leakage shall be measured with a pressure differential of 0.1 inch w.g. (25 Pa) across the entire system, including the manufacturer's air handler enclosure. Registers shall be taped or otherwise sealed during the test. Exceptions: 1. A duct air leakage test shall not be required where the ducts and air handlers are located entirely within the building thermal envelope. 2. Duct testing is not mandatory for buildings complying by Section 405 of this code. A written report of the results of the test shall be signed by the party conducting the test and provided to the code official. R403.3.5 Building cavities (Mandatory). Building framing cavities shall not be used as ducts or plenums. R403.4 Mechanical system piping insulation (Mandatory). Mechanical system piping capable of carrying fluids above 105°F (41 °C) or below 55°F (13°C) shall be insulated to a minimum of R-3. R403.4.1 Protection of piping insulation. - Piping insulation exposed to weather shall be protected from damage, including that caused by sunlight, moisture, equipment maintenance and wind, and shall provide shielding from solar radiation that can cause degradation of the material. Adhesive tape shall not be permitted. R403.5.1 Heated water circulation and temperature maintenance systems (Mandatory). Heated water circulation systems shall be in accordance with Section R403.5.1.1. Heat trace temperature maintenance systems shall be in accordance with Section R403.5.1.2. Automatic controls, temperature sensors and pumps shall be accessible. Manual controls shall be readily accessible. R403.5.1.1 Circulation systems. Heated water circulation systems shall be provided with a circulation pump. The system return pipe shall be a dedicated return pipe or a cold water supply pipe. Gravity and thermosiphon circulation systems shall be prohibited. Controls.for circulating hot water system pumps shall start the pump based on the identification of a demand for hot water within the occupancy. The controls shall automatically turn off the pump when the water in the circulation loop is at the desired temperature and when there is no demand for hot water. R403.5.1.2 Heat trace systems. Electric heat trace systems shall comply with IEEE 515.1 or UL 515. Controls for such systems shall automatically adjust the energy input to the heat tracing to maintain the desired water temperature in the piping in accordance with the times when heated water is used in the occupancy. 3/22/2018 11:19 AM EnergyGauge® USA - FlaRes2017 - FBC 6th Edition (2017) Complian Page 2 of 5 MANDATORY REQUIREMENTS - (Continued) R403.5.5 Heat traps (Mandatory). Storage water heaters not equipped with integral heat traps and having vertical pipe risers shall have heat traps installed on both the inlets and outlets. External heat traps shall consist of either a commercially available heat trap or a downward and upward bend of at least 3 1/2 inches (89 mm) in the hot water distribution line and cold water line located as close as possible to the storage tank. : R403.5.6 Water heater efficiencies (Mandatory). R403.5.6.1.1 Automatic controls. Service water -heating systems shall be equipped with automatic temperature controls capable of adjustment from the lowest to the highest acceptable temperature settings for the intended use. The minimum temperature setting range shall be from 100°F to 140'F (38°C to 60°C). R403.5.6.1.2 Shut down. A separate switch or a clearly marked circuit breaker shall be provided to permit the power supplied to electric service systems to be turned off. A separate valve shall be provided to permit the energy supplied to the main burner(s) of combustion types of service water -heating systems to be turned off. R403.5.6.2 Water -heating equipment. Water -heating equipment installed in residential units shall meet the minimum efficiencies of Table C404.2 in Chapter 4 of the Florida Building Code, Energy Conservation, Commercial Provisions, for the type of equipment installed. Equipment used to provide heating functions as part of a combination system shall satisfy all stated requirements for the appropriate water -heating category. Solar water heaters shall meet the criteria of Section R403.5.6.2.1. R403.5.6.2.1 Solar water -heating systems. Solar systems for domestic hot water production are rated by the annual solar energy factor of the system. The solar energy factor of a system shall be determined from the Florida Solar Energy Center Directory of Certified Solar Systems. Solar collectors shall be tested in accordance with ISO Standard 9806, Test Methods for Solar Collectors, and SRCC Standard TM-1, Solar Domestic Hot Water System and Component Test Protocol. Collectors in installed solar water -heating systems should meet the following criteria: 1. Be installed with a tilt angle between 10 degrees and 40 degrees of the horizontal; and 2. Be installed at an orientation within 45 degrees of true south. R403.6 Mechanical ventilation (Mandatory). The building shall be provided with ventilation that meets the requirements of the Florida Building Code, Residential, or Florida Building Code, Mechanical, as applicable, or with other approved means of ventilation including: Natural, Infiltration or Mechanical means. Outdoor air intakes and exhausts shall have automatic or gravity dampers that close when the ventilation system is not operating. R403.6.1 Whole -house mechanical ventilation system fan efficacy. When installed to function as a whole -house mechanical ventilation system, fans shall meet the efficacy requirements of Table R403.6.1. Exception: Where whole -house mechanical ventilation fans are integral to tested and listed HVAC equipment, they shall be powered by an electronically commutated motor. R403.6.2 Ventilation air. When installed to function as a whole -house mechanical ventilation system, fans shall meet the efficacy requirements of Table R403.6.1. 1. The design air change per hour minimums for residential buildings in ASHRAE 62.2, Ventilation for Acceptable Indoor Air Quality, shall be the maximum rates allowed for residential applications. 2. .. No ventilation or air-conditioning system make-up air shall be provided to conditioned space from attics, crawlspaces, attached enclosed garages or outdoor spaces adjacent to swimming pools or spas. 3• If ventilation air is drawn from enclosed space(s), then the walls of the space(s) from which air is drawn shall be insulated to a minimum of R-11 and the ceiling shall be insulated to a minimum of R-19, space permitting, or R-10 otherwise. R403.7 Heating and cooling equipment (Mandatory). R403.7.1 Equipment sizing. Heating and cooling equipment shall be sized in accordance with ACCA Manual S based on the equipment loads calculated in accordance with ACCA Manual J or other approved heating and cooling calculation methodologies, based on'building loads for the directional orientation of the building. The manufacturer and model number of the outdoor and indoor units (if split system) shall be submitted along with the sensible and total cooling capacities at the design conditions described in -Section R302.1. This Code does not allow designer safety factors, provisions for future expansion or other factors that affect equipment sizing. System sizing calculations shall not include loads created by local intermittent mechanical ventilation such as standard kitchen and bathroom exhaust systems. New or replacement heating and cooling equipment shall have an efficiency rating equal.to or greater than the minimum required by federal law for the geographic location where the equipment is installed. TABLE R403.6.1 WHOLE -HOUSE MECHANICAL VENTILATION SYSTEM FAN EFFICACY FAN LOCATION AIRFLOW RATE MINIMUM CFM) MINIMUM EFFICACY a CFM/WATT) AIRFLOW RATE MAXIMU CFM) Range hoods Any 2.8 cfm/wan Any In -line Ian Any 2.8 cfm/watt Any Bathroom, utility room 10 1.4 cfm/watt 90 Bathroom, utility room 90 2.8 cfm/watt Any For SI: 1 cfm = 28.3 Umin. a. When tested in accordance with HVI Standard 916 3/22/2018 11:19 AM EnergyGauge® USA - FlaRes2017 - FBC 6th Edition (2017) Complia Page 3 of 5 MANDATORY REQUIREMENTS - (Continued) R403.7.1.1 Cooling equipment capacity. Cooling only equipment shall be selected so that its total capacity is not less than the calculated total load but not more than 1.15 times greater than the total load calculated according to the procedure selected in Section 403.7, or the closest available size provided by the manufacturer's product lines. The corresponding latent capacity of the equipment shall not be less than the calculated latent load. The published value for AHRI total capacity is a nominal, rating -test value and shall not be used for equipment sizing. Manufacturer's expanded performance data shall be used to select cooling -only equipment. This selection shall be based on the outdoor design dry-bulb temperature for the load calculation (or entering water temperature for water -source equipment), the blower CFM provided by the expanded performance data, the design value for entering wet -bulb temperature and the design value for entering dry-bulb temperature. Design values for entering wet -bulb and dry-bulb temperatures shall be for the indoor dry bulb and relative humidity used for the load calculation and shall be adjusted for return side gains if the return duct(s) is installed in an unconditioned space. Exceptions: 1: Attached single- and multiple -family residential equipment sizing may be selected so that its cooling capacity is less than the calculated total sensible load but not less than 80 percent of that load. 2. When signed and sealed by a Florida -registered engineer, in attached single- and multiple -family units, the capacity of equipment may be sized in accordance with good design practice. R403.7.1.2 Heating equipment capacity. R403.7.1.2.1 Heat pumps. Heat pump sizing shall be based on the cooling requirements as calculated according to Section R403.7.1.1, and the heat pump total cooling capacity shall not be more than 1.15 times greater than the design cooling load even if the design heating load is 1.15 times greater than the design cooling load. R403.7.1.2.2 Electric resistance furnaces. Electric resistance furnaces shall be sized within 4 kW of the design requirements calculated according to the procedure selected in Section R403.7.1. R403.7.1.2.3 Fossil fuel heating equipment. The capacity of fossil fuel healing equipment with natural draft atmospheric burners shall not be less than the design load calculated in accordance with Section R403.7.1. R403.7.1.3 Extra capacity required for special occasions. Residences requiring excess cooling or heating equipment capacity on an intermittent basis, such as anticipated additional loads caused by major entertainment events, shall have equipment sized or controlled to prevent continuous space cooling or heating within that space by one or more of the following options: 1. A separate cooling or heating system is utilized to provide cooling or heating to the major entertainment areas. 2. A variable capacity system sized for optimum performance during base load periods is utilized. R403.8 Systems serving multiple dwelling units (Mandatory). Systems serving multiple dwelling units shall comply with Sections C403 and C404 of the IECC—Commercial Provisions in lieu of Section R403. R403.9 Snow melt and ice system controls (Mandatory) Snow- and ice -melting systems, supplied through energy service to the building, shall include automatic controls capable of shutting off the system when the pavement temperature is above 50°F (1 VC), and no precipitation is falling and an automatic or manual control that will allow shutoff when the outdoor temperature is above 40°F (4.8°C). R403.10 Pools and permanent spa energy consumption (Mandatory). The energy consumption of pools and permanent spas shall be in accordance with Sections R403.10.1 through R403.10.5. R403.10.1 Heaters. The electric power to heaters shall be controlled by a readily accessible on -off switch that is an integral part of the heater mounted on the exterior of the heater, or external to and within 3 feet (914 mm) of the heater. Operation of,such switch shall not change the setting of the heater thermostat. Such switches shall be in addition to a circuit breaker for the power to the heater. Gas -fired heaters shall not be equipped with continuously burning ignition pilots. R403.10.2 Time switches. Time switches or other control methods that can automatically turn off and on according to a preset schedule shall be installed for heaters and pump motors. Heaters and pump motors that have built-in time switches shall be in compliance with this section: Exceptions: 1. Where public health standards require 24-hour pump operation. 2. Pumps that operate solar- and waste -heat -recovery pool heating systems. 3. • Where pumps are powered'exclusively from on -site renewable generation. R40110.3 Covers. Outdoor heated swimming pools and outdoor permanent spas shall be equipped with a vapor -retardant cover on or at the water surface or a liquid cover or other means proven to reduce heat loss. Exception: Where more than 70 percent of the energy for heating, computed over an operation season, is from site -recovered energy, such as from a heat pump or solar energy source, covers or other vapor -retardant means shall not be required. R403:10.4 Gas- and oil -fired pool and spa heaters. All gas- and oil -fired pool and spa heaters shall have a minimum thermal efficiency of 82 percent for heaters manufactured on or after April 16, 2013, when tested in accordance with ANSI Z 21.56. Pool heaters fired by natural or LP gas shall not have continuously burning pilot lights. 3/22/2018 11:19 AM EnergyGauge® USA - FlaRes2017 - FBC 6th Edition (2017) Complia Page 4 of 5 R403.10.5 Heat pump pool heaters. Heat pump pool heaters shall have a minimum COP of 4.0 when tested in accordance with AHRI 1160, Table 2, Standard Rating Conditions -Low Air Temperature. A test report from an independent laboratory is required to verify procedure compliance. Geothermal swimming pool heat pumps are not required to meet this standard. R403.11 Portable spas (Mandatorgohe energy consumption of electric -powered portable spas shall be controlled by the requirements of APSP-14. SECTION R404 ELECTRICAL POWER AND LIGHTING SYSTEMS R404.1 Lighting equipment (Mandatory). Not less than 75 percent of the lamps in permanently installed lighting fixtures shall be high -efficacy lamps or not less than 75 percent of the permanently installed lighting fixtures shall contain only high -efficacy lamps. Exception: Low -voltage lighting. R404.1.1 Lighting equipment (Mandatory). Fuel gas lighting systems shall not have continuously burning pilot lights. 3/22/2018 11:19 AM EnergyGauge® USA - FlaRes2017 - FBC 6th Edition (2017) Complia Page 5 of 5 FORM R405-2017 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE INDEX* = 97 The lower the EnergyPerformance Index, the more efficient the home. 3902 Saltmarsh Loop, Sanford, FL, 1. New construction or existing 2. Single family or multiple family 3. Number of units, if multiple family 4. Number of Bedrooms 5. Is this a worst case? 6. Conditioned floor area (ft2) 7. Windows" Description a. U-Factor: Dbl, U=0.55 SHGC: SHGC=0.22 b. U-Factor: Dbl, U=0.54 SHGC: SHGC=0.25 c. U-Factor: Dbl, U=0.58 SHGC: SHGC=0.25 d. U-Factor: N/A SHGC: Area Weighted Average Overhang Depth: Area Weighted Average SHGC: New (From Plans) 9. Wall Types Insulation Area Single-family a. Frame - Wood, Exterior R=11.0 1521.00 ft2 b. Concrete Block - Int Insul, Exterior R=4.1 1185.30 ft 1 c. Frame - Wood, Adjacent R=11.0 205.33 ft2 3 d. N/A R= ft2 10. Ceiling Types Insulation Area No a. Under Attic (Vented) R=30.0 1489.00 ft' 2413 b. N/A R= ft2 c. N/A R= ft2 Area 11. Ducts R ft2 165.00 ft2 a. Sup: Attic, Ret: Attic, AH: 2nd Floor 6 482.6 69.00 ft2 12. Cooling systems kBtu/hr Efficiency 64.00 ft2 a. Central Unit 47.0 SEER:16.00 8. Floor Types Insulation a. Slab -On -Grade Edge Insulation R=0.0 b. Floor Over Other Space R=0.0 c. other (see details) R= ft2 13. Heating systems a. Electric Heat Pump 2.454 ft. 0.233 Area 14. Hot water systems 1186.00 ft2 a. Electric 916.00 ft2 b. Conservation features 311.00 ft2 None 15. Credits I certify that this home has'complied with the Florida Energy Efficiency Code for Building Construction through the above energy saving features which will be installed (or exceeded) in this home before final inspection., qtf e a new EPL Display Card will be completed based on installed Code compliant eatures. ) Builder Signature: ` .P_ !{ Date: y. a 16 Address of New Home: 2gni,9 Q Aw1o,rsh UcoCity/FL Zip: kBtu/ hr Efficiency 45. 5 HSPF:9.00 Cap: 50 gallons EF: 0.9 Pstat y0F TT iE STgT O a Q 0D WEB°y Note: This is not a Building Energy Rating. If your Index is below 70, your home may qualify for energy efficient mortgage ( EEM) incentives if you obtain a .Florida EnergyGauge Rating. Email EnergyGauge tech support at techsupport@energygauge. cor' or see the EnergyGauge web site at energygauge.com for information and a list of certified Raters. For information about the Florida Building Code, Energy Conservation, contact the Florida Building Commission' s support staff. Label: required by Section R303.1.3 of -the Florida Building Code, Energy Conservation, if not DEFAULT. 3/ 22/2018 11:19 AM EnergyGauge® USA - FlaRes2017 - Section R405.4.1 Compliant Software Page 1 of 1 2017 - AIR BARRIER AND INSULATION INSPECTION COMPONENT CRITERIA TABLE 402.4.1.1 AIR BARRIER AND INSULATION INSPECTION COMPONENT CRITERIA Project Name: Lot 033 Barcelona C RHG Office - N Builder Name: One Stop Cooling and Heating Street: 3902 Saltmarsh Loop Permit Office: City of Sanford City, State, Zip: Sanford , FL , Permit Number: Owner: Park Square Homes Jurisdiction: 691500 Design Location: FL, Orlando COMPONENT AIR BARRIER CRITERIA INSULATION INSTALLATION CRITERIA General A continuous air barrier shall be installed in the building envelope. Air -permeable insulation shall The exterior thermal envelope contains a continuous air barrier. not be used as a sealing material. requirements Breaks or joints in the air barrier shall be sealed. Ceiling/attic The air barrier in any dropped ceiling/soffit shall be aligned with The insulation in any dropped ceiling/soffit the insulation and any gaps in the air barrier shall be sealed. shall be aligned with the air barrier. Access openings, drop down stairs or knee wall doors to unconditioned attics aces shall be sealed. Walls The junction of the foundation and sill plate shall be sealed. Cavities within corners and headers of frame walls The junction of the top plate and the top of exterior walls shall be shall be insulated by completely filling the cavity with sealed. a material having a thermal resistance of R-3 per inch Knee walls shall be sealed. minimum. Exterior thermal envelope insulation for framed walls shall be installed in substantial contact and continuous alignment with the air barrier. Windows, skylights The space between window/door jambs and framing, and and doors skylights and framing shall be sealed. Rim joists Rim joists shall include the air barrier. Rim joists shall be insulated. Floors The air barrier shall be installed at any exposed edge of Floor framing cavity insulation shall be installed to including insulation. maintain permanent contact with the underside of above -garage subfloor decking, or floor framing cavity insulation and cantilevered shall be permitted to be in contact with the top side floors) of sheathing, or continuous insulation installed on the underside of floor framing and extends from the bottom to the top of all perimeter floor framing members. Crawl space walls Exposed earth in unvented crawl spaces shall be covered with Where provided instead of floor insulation, insulation a Class I vapor retarder with overlapping joints taped. shall be permanently attached to the crawlspace walls Shafts, penetrations • Duct shafts, utility penetrations, and flue shafts opening to exterior or unconditioned space shall be sealed. Batts in narrow cavities shall be cut to fit, or narrow Narrow cavities cavities shall be filled by insulation that on installation readily conforms to the available cavity spaces. Garage separation Air sealing shall be provided between the garage and conditioned spac Ds. Recessed lighting Recessed light fixtures installed in the building thermal envelope Recessed light fixtures installed in the building shall be sealed to the drywall. thermal envelope shall be air tight and IC rated. Plumbing and wiring Batt insulation shall be cut neatly to fit around wiring and plumbing in exterior walls, or insulation that on installation readily conforms to available space shall Shower/tub The air barrier installed at exterior walls adjacent to showers and Exterior walls adjacent to showers and tubs shall on exterior wall tubs shall separate them from the showers and tubs. be insulated. Electrical/phone' box or The air barrier shall be installed behind electrical or communication exterior walls boxes or air -sealed boxes shall be installed. HVAC register.boots HVAC register boots that penetrate building thermal envelope shall be sealed to the sub -floor or drywall. Concealed When required to be sealed, concealed fire sprinklers shall only be sprinklers sealed in a manner that is recommended by the manufacturer. Caulking or other adhesive sealants shall not be used to fill voids between fire sprinkler cover niates and walls or ceilon a. In addition, inspection of log walls shall be in accordance with the provisions of ICC-400. 3/22/2018 11:19 AM EnergyGaugeO USA - FlaRes2017 FBC 6th Edition (2017) Compliant Software Page 1 of 1 Pect Summary rowrightsofto1ryJob: Date: Barcelona C RHG Office 07/ 02/2017 Entire House By. LF/wl One Stop Cooling and Heating Plan: RHG 7225 Sarrlscove Cout W umer Park FL 32792 Phone: (407) 629 - 6920 Fax: (407) 629.9307 Web: wwwOneStopCooling.00m License: CAC032444 Pro' ect Information For: Park Square Homes FL Notes: Design Information Weather: Orlando Executive AP, FL, US Winter Design Conditions Summer Design Conditions Outside db 44 OF Outside db 93 OF Inside db 68 OF Inside db 74 OF Design TD 24 OF Design TD 19 OF Daily range L Relative humidity 50 Moisture difference 46 gr/lb Heating Summary Sensible Cooling Equipment Load Sizing Structure 20697 Btuh Structure 22667 Btuh Ducts 3299 Btuh Ducts 11232 Btuh Central vent (0 cfm) 0 Btuh Central vent (0 cfm) 0 Btuh none) none) Humidification 0 Btuh Blower 0 Btuh Piping 0 Btuh Equipment load 23996 Btuh Use manufacturer's data n Rate/ swing multiplier Equipment load 0. 98 33086 Btuh InfiltrationsensibleMethod Simplified Latent Cooling Equipment Load Sizing Construction quality - Average Fireplaces. • 0 Structure 3289 Btuh Ducts 2317 Btuh Central vent (0 cfm) 0 Btuh Heating Cooling none) Area ( ft2) 2505 2505 Equipment latent load 5606 Btuh Volume ( ft3) 22898 22898 Air Changes/hour 0.41 0.21 Equipment Total Load (Sen+Lat) 38692 Btuh Equiv. AVF. (cfm) 156 80 Req. total capacity at 0.75 SHR 3.7 ton Heating Equipment Summary Cooling Equipment Summary Make Trane Make Trane Trade : TRANE Trade TRANE Model 4TW R6048H1 Cond 4TW R6048H1 AHRI ref 7563627 Coil TEM6A0D48H41++TDR AHRI ref 7563627 Efficiency • 9 HSPF Efficiency 13.0 EER,16 SEER Heating Input Sensible cooling 35250 Btuh Heating output 45500 Btuh @ 470F Latent cooling 11750 Btuh Temperature rise 0 OF Total cooling 47000 Btuh Actual air flow. 0 cfm Actual air flow 1567 cfm Air flow factor 0 cfm/Btuh Air flow factor 0.046 cfm/Btuh Static pressure 0.50 in H2O Static pressure 0.50 in H2O Space thermostat Load sensible heat ratio 0.86 Capacity balance point = 28 OF Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wrioF, tsc ft` 2018-Mar-2211,14:10 RighhSute® Universal 201818.0.11RSU76877 Page MP PRINT1.6t 033 Barcelona C RHG Office - N.rLp Calc - MJ8 Horse faces: N wrightsoW Right-JO Worksheet Entire House One Stop Cooling and Heating 7225 Sardscove Court W hater Park FL 32792 Phone: (407) 629 - 6920 Fax: (407) 629.9307 Web: www.OneSiopCooling.com Licence: CAC032444 Job: Barcelona C RHG Office Date: 07/02/2017 Byy. LF/LM Pfan: RHG 1 Room name Entire House FOY 2 Erglosued wall 296D it 175 it 3 Room height 9.1 It d 9.3 It heaUmol 4 Room dimensions 1 D x 158D R 5 Room area 2504.5 1F 168.0 fF Ty Construction U-value Or HTM Area (Q,) Load Area (Its Load number BtuhW--q BtilhV) or perimeter (it) B1uh) or perimeter (11) Btuh) Heat Cool Gross MIPiS Heat Cool Gross N/P/S Heat Cool 6 V G 12B-0sw 4A5-2om 13A-4ocs 0.097 0S50 0.143 ne ne ne 231 13.09 3.40 2.89 2224 3.00 491 45 414 446 0 365 1028 589 1242 1286 1001 1093 0 0 0 0 0 0 0 0 0 0 0 0 11 4A5.2om 4B5-2hn 0550 0540 ne ne 13.09 12.85 2224 23.69 45 4 0 0 589 51 1001 95 0 0 0 0 0 0 0 0 1213-09w 0.097 se 231 2.89 270 239 552 690 0 0 0 0 4A5-2om 4BS2hn 0-9w 0540 se se 13.09 12B5 2121 21.97 15 4 1 1 196 51 329 88 0 0 0 0 0 0 0 0 G GGT 4B5-2fm 0540 se 12.85 22.72 12 2 154 273 0 0 0 0 13A-4ocs 0.143 se 3.40 3.00 74 50 172 151 74 50 172 151 11 DO 1213-0sw 0390 0A97 se sw 928 2.31 1254 2.89 24 491 24 446 223 1028 301 1286 24 0 24 0 223 0 301 0 4A5.2om 0S50 sw 13.09 21.91 30 3 393 657 0 0 0 0 4135-21rn 13A-4ocs 0540 0.143 sw sw 12.85 3.40 23.32 3.00 15 414 1 395 193 1344 350 1183 0 88 0 73 0 250 0 220 0-9w sw 13.09 22.70 15 0 196 341 15 0 196 34124A5.2om 4135.2hn 1213-09N 0S40 0.097 sw nw 12.85 231 13.78 2.89 4 270 4 240 51 554 55 693 0 0 0 0 0 0 0 0 4A5-2om 0550 nw 13.09 2224 30 0 393 667 0 0 0 0 13A-4ocs 0.143 nw 3.40 3.00 279 185 630 554 0 0 0 0 C 4A5-2om 0S50 nw 13.09 2224 30 0 393 667 0 0 0 0 C PI 4A5-2omd 12C-0sw 0S80 0.091 nw 13SO 217 27.82 157 64 205 0 183 883 397 1780 288 0 0 0 0 0 0 0 0 L-D 11DO 0390 n 928 1254 21 21 198 267 0 0 0 0 C 1613-30ad 0.032 0.76 1.78 1489 1489 1134 2652 0 0 0 0 F 19A-0bscp 0295 2.64 2D6 132 132 348 272 0 0 0 0 F 19C-19= 0.049 0.40 032 166 166 67 52 0 0 0 0 F 22A-Ipm 1.180 28.08 0.00 1191 127 3567 0 168 18 491 0 6 c) AED ex<urson 344 51 Envelope lossrgain'. • 16617 18414 1332 1063 12 a) Infiltrabon 4080 1633 246 98 b) Room ventilation 1 0 0 0 0 13 Internal gains: Occupants@ 230 4 920 0 0 Appliances/other 1700 0 subtotal (lines 6 to 13) 20697 22667 1577 1161 Less extemal load ' 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 1577 1161 14 Subtotal 20697 22667 0 0 15 Duct loads 16% 50% 3299 11232 169/6 50% 0 0 Total room load 239961 338% 0 0 Air required (c Im) 0 1567 0 0 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wrlgl tsoTt 2018-Mar-2211:1410 RigtvSuWG Universal 2018 18.0.11 RSU16877 Page 1 MP PRINTIot 033 Barcelona C RHG Office - N.rup Cale =" House faces* N wrightsoft• Right-JO Worksheet Entire House One Stop Cooling and Heating 7225 Sandscove Coot, W irter Park, FL 32792 Phone: (407) 629 - 6920 Fax, (407) 629 - 9307 Web. www.OneStopCoolirg.com License, CAG032444 Job: Barcelona C RHG Office Date: • 07/02/2017 Byy.' LF/LM Pfan: RHG 1 Room name LOFT DIN 2 Fposed well 16.0 R 345 fl 3 Room height 9.0 it heat/cool 9.3 it heal/cool 4 Room dimensions 1.0 x 281.8 It 14.0 x 13.0 tt 5 Room area 281.8 f12 182.0 fP Ty Construction number U-value BtuhAF'q Or HTM BtuhAq Area (111) or perimeter (R) Load Btuh) Area OF) or perimeter (it) Load Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 VtL- 12B-Osw 0.097 ne 2.31 2.89 126 111 256 320 0 0 0 0 4A5-2om 13A-4ocs 0550 0.143 ne ne 13.09 3.40 2224 3.00 15 0 0 0 196 0 334 0 0 70 0 70 0 237 0 209 11 4A5-2om 4135.21m 0550 0540 ne ne 13.09 12.85 2224 23.69 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 128-09k 4A5.2om 0.097 0550 se se 2.31 13.09 2.89 21.91 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4135-2hn 0540 se 12.85 21.97 0 0 0 0 0 0 0 0 4135-2f n- 13A-4ocs 0540 0.143 se se 12.85 3.40 22.72 3.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11 DO 128-0sw 0.390 0.097 se sw 928 2.31 1254 2.89 0 18 0 18 0 42 0 52 0 0 0 0 0 0 0 0 4A5-2om 0550 sw 13.09 21.91 0 0 0 0 0 0 0 0 485-2hn 13A-4ocs , 0540 0.143 sw sw 12.85 3.40 23.32 3.00 0 0 0 0 0 0 0 0 0 121 0 121 0 411 0 362 4A5.2om 4135-2fm 0.550 0S40 sw sw 13.09 1285 22.70 13.78 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1213-09N 0.097 nw 2.31 2.89 0 0 0 0 0 0 0 0 4A5-2om 0550 nw 13.09 2224 0 0 0 0 0 0 0 0 13A-4ocs 4A5-2om 0.143 0550 nw nw 3.40 13.09 3.00 2224 0 0 0 0 0 0 0 0 130 30 100 0 341 393 300 667 4A5-2omd 0580 nw 1320 27.82 0 0 0 0 0 0 0 0 P 12C-0sw 0.091 217 157 0 0 0 0 0 0 0 0 L-D 11 DO 0.390 n 928 1254 0 0 0 0 0 0 0 0 C 166-30ad 0.032 0.76 1.78 282 282 215 502 176 176 134 313 F 19A-0bs(a 0295 264 2.06 0 0 0 0 0 0 0 0 F 19C-19csm 0.049 0.40 0.32 6 6 2 2 0 0 0 0 F 22A-tpm 1.180 28.08 0.00 0 0 0 0 182 35 969 0 6 c) AED excursion 55 147 Envelope loss/gam 711 1154 2485 1998 12 a) Infiltration ' 217 87 484 194 b) Room ventilation 0 0 0 0 13 Internal gains Occupants@ 230 0 0 0 0 Appliancesbther 0 0 Subtotal (lines 61013) 928 1241 2970 2192 Less e)demal load 0 0 0 0 Less transfer 0 0 0 0 Redistribution ' . 141 245 0 0 14 Subtotal 107.0 1487 2970 2192 15 Dud loads 161/6 509/6 171 737 16% 509% 473 1086 Total room load 1240 2223 3443 3278 Air required (dm) 0 103 0 152 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. f wrtgF tsoft- 2018-Mar-2211:14'10 Right-Sute®Unversal 2018 18.0.11 RSU16877 Page 2 MP PRINT\Lot 033 Barcelona C RHG Office - N.rgo Calc - MJ8 House faces' N wrightsoft• Right-J® Worksheet Entire House One Stop Cooling and Heating 7225 Sardscove Cou1, W irter Park, FL 32792 Phone (407) 629 - 6920 Fax: (407) 629 -9307 Web- www.OneStopGoolir'g.00m License CAC032444 Job: Barcelona C RHG Office Date: 07/02/2017 BY. LF/LM Plan: RHG 1 Room name GATH KIT 2 Exposed wall 32D ft 115 it 3 Room height 9.3 ft heaVcool 9.3 it heaV000l 4 Room dimensions 1.0 x 286.0 ft 13.5 x 115 ft 5 Room area 286.0 ill 155.3 W Ty Construction number U-value BtuhAF-°q Or HTM BIuhV) Area OF) or perimeter (ft) Load Btuh) Area M or penmeter (ft) Load Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/PIS Heat Cool 6 V_( 12B-0sw 4A5-2om 13A-4ocs 0.097 0550 0.143 ne ne ne 2.31 13.09 3.40 2.89 2224 3.00 0 0 149 0 0 119 0 0 404 0 0 356 0 0 0 0 0 0 0 0 0 0 0 0 11 4A5-2om ' 4B5-2fm' 0550 0540 ne ne 13.09 12.85 2224 23.69 30 0 0 0 393 0 667 0 0 0 0 0 0 0 0 0 1213-0sw 4A5.2om' 485-2fm O.097 0550 0540 se se se 2.31 13.09 12.85 2.89 21.91 21.97 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4f35-21m 13A-00cs 0540 0.143 se se 12.85 3.40 22.72 3.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11D0 1213.09N 4A5-2om 0.390 0.097 0550 se sw sw 928 2.31 13.09 1254 2.89 21.91 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 j F G I-G 4B5.2hn . 13A-4ocs 0540 0.143 sw sw 12.85 3.40 23.32 3.00 0 0 0 0 0 0 0 0 0 107 0 107 0 364 0 320 4A5-2om' 4135-26n 1213-Osw 05M 0540 OD97 sw sw nw 13.09 12.85 2.31 22.70 13.78 229 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4A5.2om 13A-40cs 4A5.2om 0550 0.143 0-9W nw nw r1w 13.09 3.40 13.09 2224 3.00 2224 0 149 0 0 85 0 0 289 0 0 254 0 0 0 0 0 0 0 0 0 0 0 0 0 P 4A5.2omd 12C-0sw 0.580 0.091 nw 13,80 217 27B2 157 64 0 0 0 883 0 1780 0 0 0 0 0 0 0 0 0 L-D 11 DO 1613-30ad 0.390 0.032 n 928 0.76 1254 1.78 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0C F 19A-0bscp 0295 264 2D6 0 0 0 0 0 0 0 0 F 19C-19csw 0.049 0.40 0.32 0 0 0 0 0 0 0 0 F 22A-tpm 1.180 28.08 0.00 286 32 899 0 155 12 323 0 6 c) AED exourson 185 67 Envelope loss(gain 2868 3242 687 253 12 a) Infittrabon 449 180 161 65 b) Room ventilation 0 0 0 0 13 Internal gains' •, Occupants@ 230 0 0 0 0 Appliances/other 0 1200 Subtotal (lines 6 to 13) 3317 3422 848 1518 Less external load 0 0 0 0 Lesstranster 0 0 0 0 Redistribution 479 319 439 191 14 Subtotal 3796 3741 1288 1709 151 Ductloads 16% 50% 605 1854 16% 1 50% 205 847 Total room load 4402 5594 1493 2556 Air required (dm) I 1 0 259 0 118 Calculations approved by ACCA to meet all requirements of Manual J f3tli Ed. r&- 2018-Mar-22 11:14:10 RighvSute®Universal 201818.0.11 RSW6877 Page MP PRINT\Lot 033 Barcelona C RHG Office - N.np Calc - MA House laces. N wrightsoft-. Right-JO Worksheet Entire House One Stop Cooling and Heating 7225 Sardscove Court, W irter Park, FL 32792 Phone: (407) 629 - 6920 Fax: (407) 629 - 9307 Web- wwwOnaStopCool!rV.com License: CAC032444 Job: Barcelona C RHG Office Date: 07/0212017 By. LF/LM Plan: RHG 1 Room name BED/ OFF1 WIC 2 Exposed wall 10D II 5D ft 3 Room height 9. 3 ft heakool 9.3 R heat/000l 4 5 Room dimensions Room area 11.0 x 10. 0 ft 110.0 fF 5D x 5.0 ft 25D f12 Ty Consiruction number U- value BtuhAP-- F) Or HTM BtuhAR) Area ( It2) or perimeter ( ft) Load Btuh) Area M or perimeter ( It) Load Btuh) Heat Cool Gross N/ P/S Heat Cool Gross N/P/S Heat Cool 6 yJ C 12B- 0sw 4A5- 2om 13A-4ocs OD97 0550 0.143 ne ne ne 231 13. 09 3. 40 2.89 2224 3. 00 0 0 93 0 0 78 0 0 265 0 0 234 0 0 47 0 0 47 0 0 158 0 0 139 11 4A5- 2om . 4135- 2hn 0550 0540 ne ne 13. 09 12. 85 2224 23. 69 15 0 0 0 196 0 334 0 0 0 0 0 0 0 0 0 1213- 091v 4A5. 2om 4135-21m 0.097 0S50 0S40 se se se 231 13. 09 12. 85 2.89 2121 21. 97 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4B5- 21m 13A- 40cs 0.540 0.143 se se 12.85 3. 40 22.72 3.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11 DO 1213- 09N 4A5-2om 0390 OD97 0550 se sw sw 928 231 13. 09 1254 2. 89 21. 91 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4B5. 21M 13A- 4ocs 0540 0. 143 sw sw 12.85 3. 40 23.32 3.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4A5- 2om 4B5- 2fm 12B-0sw 0550 0540 0.097 sw sw r1w 13. 09 12. 85 231 22. 70 13. 78 2.89 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 VI! 4A5- 2om s4A5- 2om OS50 0. 143 0. 550 nw nw nw 13. 09 3. 40 13.09 2224 3. 00 2224 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 G VLt13A- 40 PI 4A5. 2omd 12C- Osw 05M 0. 091 nw 13. 80 217 27,82 1. 5! 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 L- D 11 DO 168-30ad 0390 0. 032 n 928 0.76 1254 1. 78 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 C F 19A- 0bscp0295 264 2.06 0 0 0 0 0 0 0 0 F 19C-19csoa 0. 049 0.40 0.32 0 0 0 0 0 0 0 0 F 22A-tpm 1. 180 28.08 0.00 110 10 281 0 25 5 140 0 6 c) AED excursion 8 7 Envelope loss/gain 743 559 299 132 12 a) Infiltration 140 56 70 28 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants@ 230 0 0 0 0 Applianceyother 0 0 Subtotal ( lines 8 to 13) 883 615 369 160 Less external load 0 0 0 0 Less transfer " ' 0 0 0 0 Redistribution 365 269 0 0 14 Subtotal 1248 885 369 160 15 Duct loads 16% 5O% 199 438 16% I 5O16 59 79 Total room load 14Q 1323 428 240 Air required (dm)- 0 61 0 11 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. f-k- rwI0k%t: vof't- 2018-Mar-22 11,14 10 e1G l\ "" " "" ^ Right-Suite®Unversal 2018 18. 0.11 RSUI6877 Page 4 MP PRINT\Lot 033 Barcelona C RHG Office - N.rtP Calc - &W House faces: N wrightsoft• Right-J® Worksheet Entire House One Stop Cooling and Heating 7225 Sardscove Cart, Witter Park, FL 32792 Phone: (407) 629 - 6920 Fax: (407) 629 - 9307 Web wwwOneStopCooling.com License-CAC032444 Job: Barcelona C RHG Office Date: 07/02/2017 By. LF/LM Plan: RHG 1 Room name HALL STR1 2 3 EN)osed Hell Room height 0 ft 9.3 ft heaVocol 75 ft 9.3 ft heaV000l 4 Room dimensions 1.0 x 44.0 ft 1.0 x 65.3 ft 5 Room area 44.0 fF 65.3 fF Ty Construction number U-value Btuh4F--'g Or HTM Area (Ili or perimeter (ft) Load Btuh) Area (n or perimeter (ft) Load Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 V G 12B-0sw 4A5-2om 13A-4ocs 0.097 0550 0.143 ne ne ne 2.31 13.09 3.40 2.89 2224 3.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11 4A5-2om 4B5-2fm 0550 0540 ne ne 13.09 12.85 2224 23.69 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 12B-0sw 4A5-2om 4B5-21M 0.097 0550 O.540 se se se 231 13.09 12.85 2B9 21.91 21.97 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4135.2fm 13A-4ocs 0540 0.143 se se 12.85 3.40 22.72 3.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11 DO 12B-09w 4A5.2om 0.390 0.097 0550 se sw sw 928 2.31 13.09 1254 2.89 21.91 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4135.21m 13A-4ocs 0540 0.143 sw sw 12.85 3.40 23.32 3.00 0 0 0 0 0 0 0 0 0 70 0 70 0 237 0 209 4A5-2om 4B5-2fm 12B-Osw 0.550 0540 0.097 sw sw nw 13.09 12.85 2.31 22.70 13.78 2.89 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0VI 4A5-2om 13A-4ocs 4A5.2om 0550 0.143 O.550 nw nw nw 13.09 3.40 13.09 2224 3.00 2224 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 G y1 I :2 PI 4A5-2omd 12C-0sw O.580 0.091 nw 13.80 217 2.7,82 157 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 D 11 DO 1613-30ad 0.390 0.032 n 928 0.76 1254 1.78 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0C F 19A-Obscp 0295 2.64 2.06 0 0 0 0 0 0 0 0 F 19C-19csrrn 0.049 0.40 0.32 0 0 0 0 0 0 0 0 F 22A-tpm 1.180 28.08 0.00 44 0 0 0 65 8 211 0 6 c) AED excursion 0 11 Envelope loss/gain 0 0 448 198 12 a) Infiltration b) Room ventilation 0 0 0 0 105 0 42 0 13 Internal gains: Occupants 230 0 0 0 0 Appliances/other 0 0 Subtotal (lines 6 to 13) ` 0 0 553 240 Less extemalload 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 553 240 14 Subtotal 0 0 0 0 151 Duct loads 16% 50% 0 0 161/6 5(r/61 01 0 Total room load 0 0 0 0 Fur required (dm) 0 0 0 0 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. a-, wrigtitsof't' 2018-Mar-22 11,14:10 Right-Sute®Universal 2018 18.0.11 RSU16877 Page 5 MP PRINTLot 033 Barcelona C RHG Office - N.rup Calc - W8 House faces* N wright:soft•. Rig ht-JO Worksheet Entire House One Stop Cooling and Heating 7225 Sandscove Court W irter Park, FL 32792 Phone: (407) 629 - 6920 Fax, (407) 629 - 9307 Web: wwwOreStopCooling.com License: CAC032444 Job: Barcelona C RHG Office Date: 07/02/2017 By, LF/LM Plan: RHG 1 Room name BTH1 LAUN 2 E)posed wall 6.0 R 3.0 It 3 Room height 9.3 It heaVmol 9.3 It heaV000l 4 Room dimensions 11.5 x 6.0 fl 1.0 x 86-5 It 5 Room area 69.0 fF 86.5 112 Ty Constructon number U-value BtuhAF-*F) Or HTM Btuh4q Area (1F) or perimeter (fl) Load Bbih) Area (It2) or perimeter (Il) Load Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 V r C 12B-Osw . 4A5-2om 13A-4ocs 0.097 0550 0.143 ne ne ne 2.31 13.09 3.40 2.89 2224 3.00 0 0 56 0 0 52 0 0 176 0 0 155 0 0 0 0 0 0 0 0 0 0 0 0 11 4A5.2om 465-2tm 0550 O.540 ne ne 13.09 12,85 2224 23.69 0 4 0 0 0 51 0 95 0 0 0 0 0 0 0 0 vh4A5-2o4A5.2om 4B5-2fm 0.097 0550 0540 se se se 2. 013.09 12.85 2. 9121.91 21.97 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4135-2tm 13A-4ocs 0540 0.143 se se 1285 3.40 22.72 3.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11 DO 128-09N - 4A5-2om ' 0.390 OD97 0550 se sw sw 928 231 13.09 1254 2.89 21.91 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4135-21m 13A-4ocs 0540 0.143 sw sw 12.85 3.40 23.32 3.00 0 0 0 0 0 0 0 0 0 28 0 24 0 81 0 72 4A5-2om 485-2bn 1213-0sw 0550 0540 0.097 sw sw nw 13.09 12.85 2.31 22.70 13.78 2.89 0 0 0 0 0 0 0 0 0 0 0 0 0 4 0 0 4 0 0 51 0 0 55 0 4A5-2om 13A-40cs 4A5-2om 0550 0.143 O.550 nw r1w nw 13.09 3.40 13.09 2224 3.00 2224 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 I--G I__ G P 4A5-2omd 12C-0sw 0580 0.091 nw 13.80 2.17 2782 1.57 0 107 0 107 0 232 0 16B 0 98 0 76 0 165 0 120 11DO 1613-30ad 0390 0.032 n 928 0.76 1254 1.78 0 0 0 0 0 0 0 0 21 0 21 0 198 0 267 0C F 19A-0bscp 0295 264 2.06 0 0 0 0 0 0 0 0 F 19C-19csco 0.049 0.40 032 0 0 0 0 0 0 0 0 F 22A-tpm 1.180 28.08 0.00 69 6 169 0 87 3 84 0 6 c) AED excursion .. 10 1 Emelope loss(gain- 628 408 580 515 12 a) Infilirabon 84 34 42 17 b) Room ventilation 0 0 0 0 13 Internal gains: Ocnipanls@ 230 0 0 0 0 Applianoesrother 0 500 Subtotal (lines 6 to 13) 712 442 622 1031 Less exlemal load' 0 0 0 0 Lesstranster 0 0 0 0 Redistribution 0 0 847 623 14 Subtol;31 712 442 1469 1655 15 Dud loads 1 16% 501/6 114 219 16% 50% 234 820 Total room load 826 660 1703 2475 Air required (dm) , ' 0 31 0 114 Calculations aDDroved by ACCA to meet all requirements of Manual J 8th Ed. P~ wr-10"taof'r- 2018-Mar-2211.14.10 Right-Sute®Uriversal201818.0.11 RSU16877 Page MP PRINT1Lot 033 Barcelona C RHG Offioe - N.rp Calc = MA House faces N wrightsoft' Right-JO Worksheet Entire House One Stop Cooling and Heating 7225 Sardscove Court, W urter Park FL 32792 Phone: (407) 629 - 6920 Fax: (407) 629 - 9307 Web www0n9StopCooling oom License: CAC032444 Job: Barcelona C RHG Office Date: 07/02I2017 By. IF/ICU Plan: RHG 1 Room name MBED Mi01 2 E)posed wall 46.0 R 3.5 11 3 Room height 9.0 R heat/mol 9D It heakool 4 Room dimensions 1.0 x 3203 R 3.5 x 55 It 5 Room area 320.3 IR 19.3 Rz Ty Construction U-value Or HTM Area (ft Load Area (n Load number Btuh4R-°F) Btuh4F) or perimeter (R) Btuh) or perimeter (R) Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 t12B-Osw 0.097 ne 2.31 2.89 149 119 274 342 0 0 0 0 4A5-2om 0S50 ne 13.09 2224 30 0 393 667 0 0 0 0 13A-4ocs 0.143 ne 3.40 3.00 0 0 0 0 0 0 0 0 4A5-2om 0550 ne 13.09 2224 0 0 0 0 0 0 0 0 11 4B5-2hn. 0S40 ne 12,85 23.69 0 0 0 0 0 0 0 0 12B-0A5-2o 0IM se 2. 91 0 0 0 0 0 0 0 0 4A5.2om 0550 se 3.013.09 21.91 0 0 0 0 0 0 0 0 4B5-2fM 0540 se 1285 21.97 0 0 0 0 0 0 0 0 4B5-2tm . 0540 se 12.85 22.72 0 0 0 0 0 0 0 0 13A-4oc s 0.143 se 3.40 3.00 0 0 0 0 0 0 0 0 11 DO 0.390 se 928 1254 0 0 0 0 0 0 0 0 12B-09N OD97 sw 231 2B9 117 117 270 338 0 0 0 0 4A5-2om 0.550 sw 13.09 21.91 0 0 0 0 0 0 0 0 4B5-2frn 0540 sw 12.85 2332 0 0 0 0 0 0 0 0 13A-4ocs • 0.143 sw 3.40 3.00 0 0 0 0 0 0 0 0 4A5.2om 0550 sw 13.09 22.70 0 0 0 0 0 0 0 0 4B5-2fM 0.540 sw 1285 13.78 0 0 0 0 0 0 0 0 12B-Osw 0.097 nw 231 2.89 149 119 274 342 32 32 73 91 4A5-2om 0.550 nw 13.09 2224 30 0 393 667 0 0 0 0 13A-4ocs 0'143 nw 3.40 3.00 0 0 0 0 0 0 0 0 4A5-2om 0.550 nw 13.09 2224 0 0 0 0 0 0 0 0 4A5-2omd 0580 nw 13.80 27.82 0 0 0 0 0 0 0 0 PII -- L--D 12C-Osw 0.091 217 157 0 0 0 0 0 0 0 0 11 DO 0390 n 928 1254 0 0 0 0 0 0 0 0 C 1613-30ad 0.032 0.76 1.78 320 320 244 570 19 19 15 34 F 19A-Obs(p 0295 264 2.06 120 120 317 247 0 0 0 0 F 19C-19csQ0 0.049 0.40 0.32 0 0 0 0 0 0 0 0 F 22A-Ipm 1.180 28.08 0.00 0 0 0 0 0 0 0 0 6 c) AED excursion 150 6 Envelope loss/gain 2163 3023 87 119 12 a) Infiltmbon 625 250 48 19 b) Room ventilation 0 0 0 0 13 Internal gains. Oowpants@ 230 2 460 0 0 Appbances(other 0 0 Subtotal (lines 6 to 13) 2788 3734 135 138 Less external load 0 0 0 0 Lessiranster . , 0 0 0 0 Redistribution: 0 0 0 0 14 Subtotal 2788 3734 135 13B Dud loads 161/6 50% 444 1850 161/6 509% 22 68 r Total room load 3233 5584 156 207 Air required (dm) 0 258 0 10 Calculations approved byACCA to meet all requirements of Manual J 8th Ed. i- wrigF tsoft' 2018-Mar-2211:14:10 At& ""-' "^ Riga-Sute®Uriversal201818.0.11 RSU16877 Pagel MP PRINTLot 033 Barcelore C RHG Office - Knp Calc- Ml8 House faces• N wrightsoft• Right-JO Worksheet Entire House One Stop Cooling and Heating 7225 Sandscove Court W uIDer Park FL 32792 Phone. (407) 629 - 6920 Fax: (407) 629 - 9307 Web: wwwOnaStopCoolirg.00m License: CAG032444 Job: Barcelona C RHG Office Date: 07/02/2017 By. LF/LM Plan: RHG 1 Room name MBTH KWIC 2 Exposed wall 215 R 8.0 it 3 Room height 9.0 it heaftol 9.0 n heaVcool 4 Room dimensions 1.0 x 136.0 ft 105 x 8.0 ft 5 Room area 136.0 ilz 84.0 1te Ty Construction number U-value BtuhV-117) Or HTM BNhMq Area (fl or perimeter (R) Load B1uh) Area (it2) or perimeter (R) Load BWh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 y/ G 12&Osw 4A5.2om 13A-4ocs 0.097 0550 0.143 ne ne ne 2.31 13.09 3.40 2.89 2224 3.00 0 0 0 0 0 0 0 0 0 0 0 0 72 0 0 72 0 0 166 0 0 208 0 0 11 L2 4A5-2om 4135.2fm 0550 0540 ne ne 13.09 12.85 2224 23.69 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1213-09w 4A5.2om 4B5-2fm OD97 0550 0540 se se se 2.31 13.09 1285 2.89 2121 21.97 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4B5.2tm 13A-4ocs 0540 0.143 se se 12.85 3.40 22.72 3.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11 DO 1213-09w 4A5.2om 0.390 0.097 0550 se sw sw 928 2.31 13.09 1254 2.89 21.91 0 104 15 0 89 1 0 204 196 0 255 329 0 0 0 0 0 0 0 0 0 0 0 0 4135-21 n 13A-4ocs O.540 0.143 sw sw 12.85 3.40 23.32 3.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4A5-2om 4135-2frn 12B-0s6v 0550 0540 OD97 sw sw nw 13.09 12.85 231 22.70 13.78 2.89 0 0 90 0 0 90 0 0 208 0 0 260 0 0 0 0 0 0 0 0 0 0 0 0 4A5.2om 13A-4ocs 4A5-2om 0550 0.143 0550 nw nw r1w 13.09 3.40 13.09 2224 3.00 2224 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 G L -C PI - r-o 4A5-2omd 12C-0sw 0580 OD91 nw 13.80 2.17 27.82 157 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11D0 1613-30ad 0390 0.032 n 928 0.76 1254 1.78 0 136 0 136 0 104 0 242 0 84 0 84 0 64 0 150C F 19A-Obscp 0295 2.64 2.06 0 0 0 0 0 0 0 0 F 19C-19a= 0.049 0.40 032 0 0 0 0 0 0 0 0 F 22A-ipm 1.180 28.08 ODD 0 0 0 0 0 0 0 0 6 c) AED excursion 65 17 Envelope loss/gain 712 1151 230 340 12 a) Infiltration 292 117 109 44 b) Room ventilation 0 0 0 0 13 Intemalgams: Occupants@ 230 0 0 0 0 AppliancLsnother 0 0 Subtotal(lines 6to13) ` 1004 1268 339 384 Less extemalload 0 0 0 0 Lesstrarsfer 0 0 0 0 Redistribution 187 317 0 0 14 Subtotal 1191 1585 339 384 15 Duct loads 1 160% 509/6 190 786 169/6 50% 54 190 Total room load I 13811 2371 393 574 Air required (dm) 01 1101 1 10 27 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. Cr wrig F+tsoR- 2018-Mar-2211:14:10 Right-Suite®Unversal201818.0.11 RSU76877 Page MP PRINTTLot 033 Barcelona C RHG Office - N.rup Calc - ME House faces- N wrightsoft• Right-J® Worksheet Entire House One Stop Cooling and Heating 7225 Sandscove Court W irter Park FL 32792 Phore: (407) 629 - 6920 Fax- (407) 629.9307 Web: wwwOreStopCoolirig.com License-CAC032444 Job: Barcelona C RHG Office Date: 07/02/2017 By'. LF/LM Plan: RHG 1 Room name BED3 2 E1posed wall 0 ft 27.0 If 3 Room height 9.0 If heaV000l 9.0 It heaV000l 4 Room dimensions 3.5 x 55 ft 1 A x 1393 ft 5 Room area 19.3 its 139.3 ft2 Ty Load Area (f number Btuh4F-'F) BfutVftz) ors perimeter (ft) Btith) or perimetert (ft) BLoa) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 V_ G 1213-0sw 0.097 ne 231 2.89 0 0 0 0 126 126 291 364 4A5-2om 0-950 ne 13.09 2224 0 0 0 0 0 0 0 0 13A-4ocs 0.143 ne 3.40 3.00 0 0 0 0 0 0 0 0 4A5-2om 0-950 ne 13.09 2224 0 0 0 0 0 0 0 0 11 485.2frn O-W ne 12.85 23.69 0 0 0 0 0 0 0 0 1213-09w OD97 se 2.31 2.89 0 0 0 0 99 84 194 242 4A5-2om 0-9w se 13.09 21.91 0 0 0 0 15 1 196 329 4B5-M 0540 se 12.85 21.97 0 0 0 0 0 0 0 0 4135.2frn 13A-4ocs 0540 0.143 se se 12.85 3.40 22.72 3.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11DO ' 12B-Os6V 0390 0.097 se sw 928 231 1254 2.89 0 0 0 0 0 0 0 0 0 18 0 18 0 42 0 52 4A5-2om 0550 sw 13.09 21.91 0 0 0 0 0 0 0 0 4B5-21m 0540 sw 12,85 2332 0 0 0 0 0 0 0 0 13A-4ocs 0.143 sw 3.40 3.00 0 0 0 0 0 0 0 0 4A5-2om 0550 snr 13.09 22.70 0 0 0 0 0 0 0 0 4B5-21rn• O.540 sw 12.85 13.78 0 0 0 0 0 0 0 0 12B-09w 0.097 nw 231 2.89 0 0 0 0 0 0 0 0 4A5-2om 0550 nw 13.09 2224 0 0 0 0 0 0 0 0 13A-4ocs 0.143 nw 3.40 3.00 0 0 0 0 0 0 0 0 4A5-2om 0550 nw 13.09 2224 0 0 0 0 0 0 0 0 4A5-2omd O.580 nw 13,80 2722 0 0 0 0 0 0 0 0 PII -- L-D 12C4Osw 0.091 217 1.57 0 0 0 0 0 0 0 0 11DO 0390 n 928 1254 0 0 0 0 0 0 0 0 C 1613-30ad 0.032 0.76 1.78 19 19 15 34 139 139 106 248 F 19A-0bscp 0295 264 2.06 0 0 0 0 0 0 0 0 F 19C-19a= 0.049 0.40 0.32 0 0 0 0 85 85 34 27 F 22A-tpm 1.180 28.08 0.00 0 0 0 0 0 0 0 0 6 c) AED exarsion ; 1 32 Envelope loss/gain 15 33 863 1293 12 a) Infiltration 0 0 367 147 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants@ 230 0 0 1 230 Appliancesrother 0 0 Subtotal (likes 6 to 13) 15 33 1230 1670 Less e)temalload 0 0 0 0 Less transfer 0 0 0 0 Redistribution • 15 33 5 11 14 Subtotal. 0 0 1235 1681 15 Ductloads 16% 50% 0 0 16% 50% 197 833 Total room load 0 0 1432 2514 Ar required (cfm) 0 0 0 116 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. c - F4a-, wrigF+tsof'e- 2018-Mar-2211:1410 AenA ' - "-^'-^'^ Right-Sute®Unversal201818.0.11 RSU76877 Page MP PRINTLot 033 Barcelona C RHG Office - N.np Calc-" House faces, N wrightsoft• Right-JO Worksheet EntireHouse One Stop Cooling and Heating 7225 Sandscove Court; W inter Park FL 32792 Phore: (407) 629 - 6920 Fax: (407) 629 - 9307 Web: wwwOreStopCooling.00m License: CAC032444 Job: Barcelona C RHG Office Date: 07/02/2017 Byy. LF/LM Pfan: RHG 1 Room name BTH3 T013 2 E1posed wall 5.0 Il 155 ft 3 Room height 9.0 1t heat/cool 9.0 ft heatkool 4 5 Room dimensions Room area 55 x 55 ft 30.3 fF 6.0 x 75 ft 45.0 fF Ty Construction number U-value BtuhIlz-°q Or HTM Btu Area (Its or perimeter (R) Load Btuh) Area (q or perimeter (1t) Load Btuh) Heat Cool Gross N/PS Heat Cool Gross N/PS Heat Cool 6 V"12B-Osw 4A5-2om 13A-4ocs 0.097 0-950 0.143 ne ne ne 231 13.09 3.40 2.89 2224 3.00 0 0 0 0 0 0 0 0 0 0 0 0 18 0 0 18 0 0 42 0 0 52 0 0 11 4A5.2om 465-21m 0550 O.540 ne ne 13.09 12.85 2224 23.69 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 12B-09w 4A5-2om 4135-2hn 0.097 0550 0540 se se se 231 13.09 12.85 2.89 21.91 21.97 45 0 0 39 0 0 90 0 0 113 0 0 54 0 0 48 0 0 111 0 0 139 0 0 485-2frn 13A-flocs . 0540 0.143 se se 12.85 3.40 22.72 3.00 6 0 1 0 77 0 136 0 6 0 1 0 77 0 136 0 j D 11 DO '.' ' 12B-Osw 4A5.2om 0.390 0.097 0550 se sw sw 928 2.31 13.09 12.54 2.89 21.91 0 0 0 0 0 0 0 0 0 0 0 0 0 69 0 0 69 0 0 156 0 0 195 0 Vjl Lam{( 4B5.2fm 13A-4oc s 0540 0.143 sw sw 12.85 3.40 2332 3.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4A5.2om 4B5.2(m 126.09N 0550 0540 0.097 sw sw nw 13.09 12.85 231 22.70 13.78 2.89 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0y! t 4A5.2om 13A-flocs 4Ar2om 0550 0.143 0550 nw nw rw 13.09 3.40 13.09 2224 3.00 2224 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 G y/ I--G I t PI 4A5-2omd 12C-Osw 0580 0.091 nw 13.80 2.17 27.82 157 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 r--D 11D0 1613-30ad 0390 0.032 n 928 0.76 1254 1.78 0 30 0 30 0 23 0 54 0 45 0 45 0 34 0 80C F 19A-0tscp 0295 264 2.06 0 0 0 0 0 0 0 0 F 19C-19csco 0.049 0.40 032 30 30 12 10 45 45 18 14 F 22A-ipm 1.180 28.08 0.00 0 0 0 0 0 0 0 0 6 c) AED exourson 47 31 Envelope loss/gain 202 359 438 647 12 a) Infiltration 68 27 211 84 b) Room ventilation 0 0 0 0 13 Internal gains- Ocwpants@ 230 0 0 0 0 Appliancesbther 0 0 Subtotal (lines 6 t:N 3) 270 386 648 732 Less e)demal load 0 0 0 0 Less transfer .' 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 270 386 648 732 15 Dud loads 16% 509/6 43 191 161/6 500/6 103 363 Total room load r 313 578 752 1094 Air required (dm) I 1 0 27 0 51 Calculations approved byACCAto meet all requirements of Manual J 8th Ed. wrtigF tsoft- 2018-Mar-2211,14:10 P. Right-SuiteOUnversal201818.0.11 RSU76877 Page 10 MP PRINTLot 033 Barcelona C RHG Office - N.rup Calc - W8 House faces N wrightsoft• Right-JO Worksheet Entire House One Stop Cooling and Heating 7225 Sanclscove Cart, Winter Park FL 32792 Phone (407) 629 - 6920 Fax: (407) 629.9307 Web: wwwOmStopCoohng.00m License, CAC032444 Job: Barcelona C RHG Office Date: 07/02/2017 Byy. LF/LM Plan: RHG 1 Room name STR2 BED 2 2 Exposed wall 7.0 ft 195 ft 3 Room height 9.0 It heaV000l 9.0 It heaV000l 4 Room dimensions 13.5 x 7.0 ft 1.0 x 144.0 it 5 Room area 94.5 1F 144.0 fF Ty Construction number U-value Btuh`F Or HTM Btu Area or perim etermeter (ft) Load Btuh) Area ( or perimeter (ft) Load 81uh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 y! I---G 12B-Osw 4A5-2om 13A-4ocs 0.097 0550 0.143 ne ne ne 231 13.09 3.40 2.89 2224 3.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11 4A5.2om . 4B5-2hn 0550 0540 ne ne 13.09 12.85 2224 23.69 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 12B-09N 4A5-2om 4B5-21rn 0.097 0550 0S40 se se se 31 133.09 12.85 2191 21.97 0 0 0 0 0 0 0 0 0 0 0 0 72 0 4 68 0 1 15 00 51 19 00 88 4B5.2(m 13AAOCS 0540 0.143 se se 12.85 3.40 22.72 3.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11 DO . 12B-Os6v 4A5-2om 0.390 0.097 0550 se sw sw 928 2.31 13.09 1254 2.89 21.91 0 63 0 0 48 0 0 111 0 0 139 0 0 104 15 0 89 1 0 204 196 0 255 329 4B5-21m 13A-4ocs 0540 0.143 sw sw 12.85 3.40 23.32 3.00 15 0 1 0 193 0 350 0 0 0 0 0 0 0 0 0 4A5-2om 4B5-21ni 12B-Osry 0550 0540 0.097 sw sw nw 13.09 12.85 2.31 22.70 13.78 2.89 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4A5-2om 13A-4ocs 4A5-2om 0550 0.143 0550 rtw nw nw 13.09 3.40 13.09 2224 3.00 2224 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 P 4A5.2omd 12C-Osw 0580 0.091 r1w 13.80 217 27.82 1.57 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11 Do 16B-30ad 0.390 0.032 n 928 0.76 1254 1.78 0 95 0 95 0 72 0 168 0 144 0 144 0 110 0 256C F 19A-Obscp 0295 2.64 2-06 0 0 0 0 12 12 32 25 F 19C-19csa1 0.049 0.40 0.32 0 0 0 0 0 0 0 0 F 22A-tpm 1.180 28.08 0.00 0 0 0 0 0 0 0 0 6 c) AED exausion 105 14 Envelope lossrgain 376 761 750 1163 12 a) Infiltration 95 38 265 106 b) Room venhlaton 0 0 0 0 13 Internal gains: Ootxipants@ 230 0 0 1 230 Appliancesfother 0 0 Subtotal (lines 6 to 13) 471 799 1015 1499 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution. 471 799 152 259 14 Subtotal 0 0 1168 1758 151 Duct loads 16% 509/. 0 0 16% 509/6 186 871 Total room load 0 0 1354 2629 Air required (ctm) 1 0 0 0 121 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. fW 2018-Mar-2211,14:10 l• """ Righ-SuteOUniversal 201818.0.11 RSU76877 Page 11 MP PRINTLoI 033 Barcelona C RHG Office - N.rup Calc - MJ8 Hose faces. N Duct System Summarywrightsoft• y Job: Date: Barcelona C RHG Office 07/02/2017 Entire House By. LF/L n One Stop Cooling and Heating Plan: RHG 7225 Sandsoove Cou•L W irver Park FL 32792 Phone: (407) 629 - 6920 Fax: (407) 629 - 9307 Web wowcOneStopCoohng.cem License. CAG032444 wrojeCl• • For: Park Square Homes FL External static pressure Pressure losses Available static pressure Supply / return available pressure Lowest friction rate Actual air flow Total effective lengih (TEL) Heating 0.50 in H2O 0.16 in H2O 0.34 in H2O 0.253 / 0.087 in H2O 0.108 in/100ft 0 cfm 314 Supply Branch Detail Table Cooling 0.50 in H2O 0.16 in H2O 0.34 in H2O 0.253 / 0.087 in H2O 0.108 in/100ft 1567 ch Name Design Btuh) Mg cfm) Clg Cfm) Design FIR Diam in) H x W in) Duct Matl Actual Ln (ft) Ftg.Egv Ln (ft) Trunk BED2 c 2629 0 121 0.151 7.0 Ox0 MFx 27.3 140.0 st5 BED/0FFI c 1323 0 61 0.133 6.0 Ox0 MFx 40.6 150.0 st3 BED3 c 2514 0 116 0.143 6.0 Ox 0 VIFx 32.1 145.0 st5 BTH1 c 660 0 31 0.130 4.0 Ox 0 VIFx 44.6 150.0 st3 BTH3 c 578 0 27 0.153 4.0 Ox 0 VIFx 25.0 140.0 st5 DIN c 3278 0 152 0.108 7.0 Ox 0 VIFx 63.6 170.0 st4 GATE+ c 2797 0 129 0.108 7.0 Ox 0 VIFx 63.1 170.0 st4 GATH-A c 2797 0 129 0.114 7.0 Ox 0 VIFx 57.6 165.0 st4 Krr c 2556 0 118 0.109 7.0 Ox 0 VIFx 62.6 170.0 st4 LAUN c 2475 0 114 0.137 6.0 Ox 0 VIFx 40.1 145.0 st3 LOFT c 2223 0 103 0.206 6.0 Ox 0 VIFx 17.5 105.0 st2 MBED-A c 5584 0 258 0.161 9.0 Ox 0 VIFx 32.1 125.0 st6 METH c 2371 0 110 0.164 6.0 Ox 0 VIFx 29.6 125.0 st6 MTOI c 207 0 10 0.177 4.0 Ox 0 VIFx 28.0 115.0 st6 MWIC c 574 0 27 0.162 4.0 Ox0 VIFx 31.4 125.0 st6 T0I3 c 1094 0 51 0.152 4.0 Ox 0 VIFx 26.5 140.0 st5 WIC c 240 0 11 0.128 4.0 Ox0 VIFx 46.8 150.0 st3 wrightsoft" 2018-Mar-2211:14:12 RigH-Sute®Uriversal201818.0.11 RSU16877 Page 1 AA 9 MP PRINT Lo1033 Barcelona C RHG Office - N.nQ Calc = MJ8 Horse laces. N Name . Trunk Type Htg Cfm) Clg Cfm) Design FIR Veloc fpm) Diam in) H x W in) Duct Material Trunk st1 PeakAVF 0 745 0.108 697 14.0 0 x 0 VInIFIx st4 PeakAVF 0 528 0.108 672 12.0 0 x 0 VinIFIX st3 st3 PeakAVF 0 745 0.108 697 14.0 0 x 0 VInIFIX sti st5 PeakAVF 0 315 0.143 577 10.0 0 x 0 VnlAx st2 st6 PeakAVF 0 404 0.161 514 12.0 0 x 0 VnIFIX st2 st2 PeakAVF 0 821 0.143 768 14.0 0 x 0 VnIFIX Return Branch Detail Table Grille Htg Clg TEL Design Veloc Diam H x W Stud/Joist Duct Name Size (in) Cfm) Cfm) ft) FR fpm) in) in) Opening (in) Mal Trunk rb1 Ox 0 0 1450 80.6 0.108 665 20.0 Ox 0 VIFx rb2 Ox 0 0 116 38.6 0.226 435 7.0 Ox 0 VIFx wrightsoft" Right-Sute®Unversal201818.0.11 RSU76877 AC CK ...MP PRINT\Lot 033 Barcelors C RHG Office - N.rtp Calc - W8 Hose faces* N 2018-Mar-22 11:14:12 Page 2 Static Pressure Friction Rate Job: Barcelona C RHG Office wrightsoft• ressure anon Date: 07/02/2017 Entire House By. LF/Ise One Stop Cooling and Heating Plan: RHG 7225 Sardscove Gout. W irter Park FL 32792 Phore. (407) 629 - 6920 Fax: (407) 629.9307 Web: wwwOreStopCoohng cem Licerse: CAC032444 iLroject intormation For: Park Square Homes FL AvailablePressure Heating Cooling in H2O) (in H2O) External static pressure 0.50 0.50 Pressure losses Coil - 1 0 0 Heat exchanger 0 0 Supply diffusers. 0.03 0.03 Return grilles 0.03 0.03 Filter 0.10 0.10 Humidifier 0 0 Balancing damper 0 0 Other device 0 0 Available static pressure 0.34 0.34 Total Effective Length Supply Return ft) ft) Measured length of run -out 12 6 Measured length of trunk 52 0 Equivalent length of fittings 170 75 Total length 234 81 Total effective length 314 Supply Ducts Return Ducts Friction Rate Heating in/ 100ft) 0. 108 OK 0. 108 OK Cooling i n/100ft) 0. 108 OK 0. 108 OK Fitting Equivalent LengthDetails Supply 4X=35, 11 A=20, 11 G=5,11 G--5,11 A=20, 11 J=15, 11 J=15,11 G=5,1 A=35,11 G=5,11 G=5, 11 G=5: TotalEL=170 Return , 6M=20, 6A3=40, 5E1=10, 11 G=5: TotalEL=75 wrightsoft- 2018-Mar-22 11:14:12 Rigtl- Sute®Unversal201818 011 RSU16877 Page 1 4CCf g MP PRIMu.o1033 Barcelore C RHG Office - N.np Calc = MJB Horse faces N DIN 10X8 122 dm 7" 122 dm 7 „ 10X8 KIT STR 1 FOY 10X6 127 dm EF1 = 50 CFM Fan EF2 = 80 CFM Fan EF3 = 110 CFM Fan EFL1 = 50 CFM Fan EFL2 = 80 CFM Fan EFL3 = 110 CFM Fan VTR = Vent to Roof VTW = Vent to Wall DV = Dryer Vent RV = Range Vent Lineset Chase — — Condensate -- Thermostat 18/8 O SRB'= Small Reduction Box LRB = Large Reduction Box FBB = Feld Built Box Job #: Barcelona C RHG Office Performed by LF/LM for: Park Square Homes Level 1 6" DV LAUN FBB1 Sup Riser 14" FBB3 7 i 1oxlaz 103 dm nH-7, „ 1oxlaz 103 dm 12" 91 r OFFICE 6 8X4 111 dm 10 x 10 9„ 10x10 WIC 4" HALL 35 dm 8X4 D-- 4 EF1 VTR GARAGE One Stop Cooling and Heating 7225 Sandscove Court Winter Park, FL32792 Phone: (407) 629 - 6920 Fax: (407) 629 - 9307 www.OneStopGooling.com Scale: 1 : 97 Page 1 Right -Suite® Universal 2017 17.023 RSU16202 2017-Sep-0615:46:14 Zone Danpa 1- 14- Zone Danpa 2 - 14- D/pEss Danpe- - 12' Level 2 EF1 VrR MBED 12X12.1 259 dm a 8X4 MT01 4„ SRB2 9" 10 dm EF1 VTR 4 8X4 1 0X6 16x16 27dm 127 dm MWI C MBTH / 14 16x16 g12" 1211 m STR2 s", lox LRB1 10X89"loxto 39 10" 1 I BED 2 1420 Sup Riser 14" \ 6 SR B 4'• 4 EF1 = 50 CFM Fan EF2 = 80 CFM Fan EF3 = 110 CFM Fan EFL1 = 50 CFM Fan EFL2 = 80 CFM Fan EFL3 = 110 CFM Fan VTR = Vent to Roof VTW = Vent to Wall DV = Dryer Vent RV = Range Vent Lineset Chase — — Condensate — Thermostat 18/ 8 O SRB = Small -Reduction Box LRB = Large Reduction Box FBB = Feld Built Box Job #: Barcelona C RHG Office Performed by LF/ LM for: Park Square Homes EF1 Vim BTH3 a 8X4 20 dm 8X4 44 dm T013 LOF / 1a 12" 10X6 10X10 105 dm 1462 dm 30X18 BED3 One Stop Cooling and Heating 7225 Sandscove Court Winter Park, FL32792 Phone: (407) 629 - 6920 Fax: (407) 629 - 9307 www.OneStopCooling.00m Scale:1 : 97 Page 2 Right- Suite®Unioersal 2017 17.023 RSU 16202 2017-Sep-0615: 46:16 jmv fb ,4:: Stwt''l - - 4V I a.J I aJ i Rv 3 at 3` N z ae lw 1rc I\LI.VI\V LVT I DESCRIPTION AS FURNISHED: Lot 33, WYNDHAM PRESERVE, as recorded in Plat Book 81, Pages 93 through 102 of the Public Records of Seminole County, Florida. w PLOT PLAN FOR/CERTIFIED TO: Park Square Enterprises, LLC (a Delaware Corporation); Winderweedle, Haines, Ward & Woodman, PA; Attorneys' Title Insurance Fund; Bank of America LOT 50 LOT 51 N 89°40'51 " E ' N 837.00, 23.12' 1 W 0_ s. Zom! SJ31'1826.80' LOT 33 25.15' ni'c Ok to construct single family home 3 AC ° with setbacks and impervious are; 5.00' 14.0' shown on plan. Ste• 2% I(vIPLANa 5.00' 2 Earc P. love m - G , Gr R 16.0' p O h PROPOSED RESIDENCE 2392-WCELONA-C O LOT 34 O) O 2 CAR GARAGE RIGHT O LOT 32 O •~1 0 U) ENTRY N O V 5.00' 8.0' N O N 13.0 22.16 5.00' WAL DRIVE 25.20 5.20' 10' UTIL. ESMT. 76.00------A PCti 5' WALK r10 CURB N' 89°40'51 " E (B.B.) SETBACKS AS FURNISHED 40.00' FRONT - 25'(0) SIDE _ ' ' ASAL TAIARSH LOOPSIDE _ 5 ' LOT) 7.5' (60' LOT) 10' 175' LOT) (50' PRIVATE ROAD) SIDE STREET = 25' (60' & 75' LOT) 15' (40' LOT) 25' FRONT SETBACK CAN BE REDUCED PLOT PLAN ONLY TO 20' ON CERTAIN LOTS. NO MORE THAN 2) IN SUCCESSION AT 20' AND A MINIMUM PLOT PLAN AREA CALCULATIONS NOT A SURVEY OF (2) IN SUCCESSION AT 25' TOTAL LOT AREA 4,662 t SQUARE FEET PROPOSED = FINSHED SPOT GRADE ELEVATIONS FLATWORK ON/OFF LOT = TOTAL t SQUARE FEET FLATWORK PER DRAINAGE PLANS G DRIVE 4031 114- 517 t SQUARE FEET FOUNDATION/PAD 1,641t SQUARE FEET vim- o PROPOSED DRAINAGE' FLOW FO WALKS 69/ 200= 269 t SQUARE FEET REAR PATIO 117 t SQUARE FEET l07 GRADING TYPE A }QO O SOD 2,322/ 126 - 2,448 t SQUARE FEET FRONT PORCH DECK POOL DECK 99 t SQUARE FEET N/A t SQUARE FEET PROPOSED F.F. PER PLANS - 30.4' Q NOTE: FRONT SIDEWALK AND STREET LOCATION TAKEN FROM PLANS PROVIDED BY CLIENT • NOT FIELD VERIFIED CRUSEYVME'YETR—SCOTT & ASSOC, INC. — LAND SU-) TIE'YORS LEGCND - LEGEND - 5400 E. COLONIAL DR. ORLANDO, FL. 32807 (407)-277-3232 FAX (407)-658-1436 P PLAT PDL, POINT ON LINE NOTES: IP. FIELDIRON PIPE TYP. PRG TYPICALPOINTOF REVERSE CURVATURE 1. THE UNDERSIGNED DOES HEREBY CERTIFY THAT THIS SURVEY MEETS THE STANDARDS OF PRACTICE SET FORTH BY THE FLORIDA BOARD OF IR IRON ROD POINT OF COMPOUND CURVATURE PROFESSIONAL SURVEYORS AND MAPPERS IN CHAPTER 5J-17 FLORIDA ADMINISTRATIVE CODE PURSUANT TO SECTION 472.027. FLORIDA STATUES C.KSET IjL CONCRETE MONUMENT 1/2' IR. •/ILII 437E RADNR. RADIALNON -RADIAL 2. UNLESS EMBOSSED WITH SURVEYORS SIGNATURE AND ORIGINAL RAISED SEAL THIS SURVEY MAP OR COPIES ARE NOT VALID. REC. RECOVERED V.P. WITNESS POINT 3. THIS SURVEY WAS PREPARED FROM TIRE INFORMATION FURNISHED TO THE SURVEYOR. THERE MAY BE OTHER RESTRICTIONS Pat• POIMY OF BEGINNING CALL. CALCULATCD OR EASEMENTS THAT AFFECT THIS PROPERTY. P.D.C. OINT OF COMENCENENT RPL ERMANENT REFERENCE MONUMENT 4, NO UNDERGROUND IMPROVENEMS HAVE BEEN LOCATED UNLESS OTHERWISE SHOWN. L Fr. BSL FINISHED FLOOR ELEVATION BUILDING SETBACK LINE 5. THIS SURVEY 6 PREPARED FOR THE SOLE BENEFIT OF THOSE CERTIFIED TO AND SHOULD NOT BE RELIED UPON BY ANY OTHER ENTITY. NLDR/W NAIL DISK RIGHT-OF-WAY I.N. BENCHMARK DIMENSIONS SHOWN FOR ME LOCATION OF IMPROVEMENTS HEREON SHOULD NOT BE USED TO RECONSTRUCT BOUNDARY LINES. CSMT. CASEMENT NJ. BASE BARING 7, BEARINGS, ARE BASED ASSUMED DATUM AND ON THE LINE SHOWN AS BASE BEARING (B.B.) DRAW. DRAINAGE 6 ELEVATIONS, IF SHOWN. ARE BLSED ON NATIONAL GEODETIC VERTICAL DATUM OF 1929. UNLESS OTHERWISE NOTED. UTIL.•UTILITY arCL.rc. CHAIN LINK FENCE 9. CERTIFICATE OF AUTHORIZATION N. 4598. ' VIFC. C/I WOOD FENCE CONCRETE BLOCK SCALE H-- I" -20 DRAWN BY. P.C. P,T. POINT OF CURVATURE POINT OF TANGENCY GATE _ORDER N0. CECERTIFIED 8Y. • -- - •-- - DESC. R DESCRIPTION RADIUS PLOT PLAN 03-15-2018 I51 1- 18 L ARC LCNGTM DC DELTACHORD C.B. CHORD BARING NORTH THIS BUILDING\PROPERTY DOES NOT LIE WITHIN --- -- -:- THE ESTABLISHED 100 YEAR FLOOD PLANE AS PER FIRM' M •CRUSE EVER, R. S. 4714 ZONE N. MAP 112117CO090 F (09-28-07) W. SCO R.L.S 14801 0 14 RECORD COPY Filename: PARK SQ BARCELONA.rrr Lighting and Small Appliance/Laundry Circuits Floor Area SmAppNo LaundNo Line Neutral 2392 2 1 Lighting Summary Standard 6,037 6,037 Optional 11,676 6,037 Ranges & Ovens Range No. No? Nameplate Line Neutral 1 1 8000 2 0 0 3 0 0 Range/Oven Summary Standard 6,400 4,480 Optional 8,000 4,480 D Dryers Dryer -No. No? Nameplate Line Neutral SANFORD 1 1 5000 2 ° O pARTN 3 ° # 1 g- 1 627DryerSummaryStandard5,000 3,500 Optional 5,000 3,500 Heating and Cooling: Actual Number = 1 Name M? Ph No Amps Volts VA HP Line Neutral 7- 1 M 1 1 27.0 240 6,480 0 1 M 1 1 2.0 240 480 0 1 M 1 1 5.0 240 1,200 10 1 1 1 1 27 240 1 6,480 0 Heat/Cool Summary Standard 14,640 0 Optional 14,640 0 Fixed Appliances: Actual Number = 6 Name M? Ph No Amps Volts VA HP Line Neutral DISP 1 1 120 600 600 600 DISH 1 1 120 1200 1,200 1,200 MICRO 1 1 120 1200 1,200 1,200 WATER HEATER 1 1 18.5 240 4,440 0 OPT POOL 1 1 10 240 2,400 0OPTPOOLHEAT11312407,440 0 Fixed Appliance Summary Standard 12,960 2,250 Other Appliances: Actual Number = 0 Optional 17,280 2,250 Name M? Ph No "Amps Volts VA HP Line Neutral Other Appliance Summary Standard 0 0 Optional 0 0 25% of Max Motor: Line is Std Only; Neutral for Both Maximum Phase Amps Volts L1 1 27 240 Heat/Cool Phase Amps Volts 1 27 240 Fixed Appl. Phase Amps Volts 0 Other Appl. Phase Amps Volts 0 Max Motor Summary Standard Ofily 1,620 0 SUMMARY Standard Line Neutral Total Total 46,657 16,267 Maximum Amperage = 194 68 Service Voltage = 240 Service Phase = 1 Optional Line Neutral Total Total = 37,422 16,267 Maximum Amperage = 156 68 Service Voltage = 240 Service Phase = 1 air l MiTek' Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. RECORD COPY RE: P2392ACT - Park Sq/Barcelona-A or C_TRAY Site Information: Customer Info: PARK SQUARE HMS Lot/Block: 33 Address: 3902 SALTMARSH LOOP City: SANFORD MiTek USA, Inc. 66904 Parke East Blvd. Project Name: P2392ACT Model: BARCELONAaTSS L F)1 -WAI1 Subdivision: WYNDHAM PRESERVE 40' State: FLORIDA 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: FBC2017ITP12014 Design Program: MiTek 20/20 8.1 Wind Code: ASCE 7-10 Wind Speed: 140 mph Roof Load: 40.0 psf Floor Load: 55.0 psf This package includes 72 individual, dated 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. No. I Seal# Truss Name I Date INo. I Seal# ITruss Name I Date 1 IT13452380 JA1 3/9/18 112 IT13452391 JC3 3/9/18 12 I T13452381 I A2 13/9/18 113 I T13452392 I C4 13/9/18 13 I T13452382 I A4 13/9/18 114 I T13452393 I C5 13/9/18 I 14 IT13452383IA5 13/9/18 115 IT13452394IC6 13/9/18 J 15 IT13452384IA6 13/9/18 116 IT13452395IC7 13/9/18 16 I T13452385 I B1 13/9/18 117 I T13452396 I C8 13/9/18 17 I T13452386 I B2 13/9/18 118 I T13452397 ICJ 13/9/18 J 18 IT13452387163 13/9/18 119 IT13452398ICJ1 13/9/18 19 IT13452388 I B4 13/9/18 120 I T13452399 I CJ3 13/9/18 110 IT13452389 1131 13/9/18 121 I T13452400 I CJ3A 13/9/18 I11 IT13452390 I C2 13/9/18 122 I T13452401 I CJ3T 13/9/18 This item has been electronically signed and sealed by ORegan, Philip, 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 J DINt; 0 The truss drawing ,e,£%gtj' above have been prepared by MiTek USA, Inc. under my I supervision based on the parameters provided by Mid -Florida Lumber Acquisitions, Inc.. Truss Design Engineer's Name: ORegan, Philip 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 MiTek's customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek has not independently verified 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. No 58'126 0.• STATE OF :Z 01,;-, S/ 1NA E`. 1fJJJQPhilipJ. O'Repan PE No.58126 MiTek USA, Inc. Fl. Cent 6634 6904 Parke East Blvd. Tampa. 33610 Date: March 9,2018 ORegan, Philip 1 of 2 RE: P2392ACT - Park Sq/Barcelona-A or C_TRAY Site Information: Customer Info: PARK SQUARE HMS Project Name: P2392ACT Model: BARCELONA 2392 - AC / TRAY Lot/Block: 33 Subdivision: WYNDHAM PRESERVE 40' Address'..3902 SALTMARSH LOOP City: SANFORD State: FLORIDA No. Seal# ITruss Name I Date INo. I Seal# Truss Name I Date 23 IT13452402 JCJ5 3/9/18 166 IT13452445 JKJ2 3/9/18 124 IT13452403 ICJ5T 13/9/18 167 IT13452446IKJ3 13/9/18 I 125 I T13452404 ID 1 13/9/18 168 I T13452447 I KJ 5 13/9/18 I 126 IT13452405 ID1T 13/9/18 169 IT13452448IKJ7 13/9/18 I 127 ITJ 452406 ID2 I3/9/18 170 IT13452449 IKJ7T I3/9/18 I 128 ITf3452407ID2T 13/9/18 171 IT13452450IM1 13/9/18 I 129 IT13452408 I D3 13/9/18 172 I T13452451 I M2 13/9/18 I 130 IT13452409 I D3T 13/9/18 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 131 IT13452410 IN 13/9/18 J 132 IT13452411 I D5 13/9/18 133 IT13452412 I E1 13/9/18 134 IT13452413 I F1 13/9/18 135 IT13452414 F2 13/9/18 136 IT13452415 I F3 13/9/18 137 IT13452416 I F4 13/9/18 138 IT13452417 I F5 13/9/18 139 IT13452418 I F5A 13/9/18 140 IT13452419 I F6G 13/9/18 141 IT13452420 I F7G 13/9/18 142 IT13452421 I F8 13/9/18 143 I T4 3452422 I F8A 13/9/18 144 IT13452423 I F9 • I3/9/18 145 ITi3452424 I F9A I3/9/18 146 IT-13452425 I F10 13/9/18 J 147 IT13452426 I F11 13/9/18 148 IT13452427 I F11G 13/9/18 149 ITti3452428 I F12 I3/9/18 150 IT.13452429 I FT1 I3/9/18 151 IT13452430 I FT2 13/9/18 152 IT1.3452431 I FT3 I3/9/18 153 IT13452432 I FT4 13/9/18 154 IT13452433 I FT5 13/9/18 155 IT13452434 I G1 13/9/18 156 IT13452435 I G2 13/9/18 J 157 IT13452436 I G3 13/9/18 158 IT13452437 I G4 13/9/18 159 IT13452438 I H1 13/9/18 160 IT13452439 I H2 13/9/18 161 I Ti 3452440 I J2 13/9/18 162 IT13452441 I J3 13/9/18 163 IT13452442 I J5 13/9/18 164 IT13452443 I J7 13/9/18 165 IT13452444 I J7T 13/9/18 2 of 2 Job: Truss Truss Type city Ply ark Sq/Barcelona-A or C TRAY T13452380 ob P2392ACT Al HIP 1 eere ce(optionall Mid - Florida Lumber. Bartow. FL. 8 13u s sep it)zu1 / MI i ex industries. Inc. t•n Mar v 1u:bl:zz zu18 rage 1 ID: IGEL2vgrkv4uEJUYC2jFzkFng-xNX5w2r7NW iRwPVdvgHUe00bX OLXh9zdOmOzzogbp 4- 9-11 9-0-13 13-1-0 I 16-10-021-1J 25-4-5 30-2-0 4- 9-11 4-3-3 4-3-0 4-3-3 4-9-11 THIS TRUSS IS NOT SYMMETRIC. PROPER ORIENTATION IS ESSENTIAL. 19 : 14 400 3x8 II 4x8 = 4x5 = 4 Scale = 1:50.9 a 13 12 11 lU v 7x6 = 4x5 = 3x8 = 7x6 = 2x4 II 4x10 = ter r sir _ TISEr- r r r r r LOADING ( psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.81 Vert(LL) 0.23 12-13 999 240 TCDL 10.0 Lumber DOL 1.25 BC 0.72 Vert(CT) 0.46 12-13 792 180 BCLL 0.0 Rep Stress Incr NO WB 0.63 Horz(CT) 0.13 8 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x6 SP DSS 'Except' 10- 13 2x6 SP No.1 WEBS 2x4 SP No.3 PLATES GRIP MT20 244/190 Weight 398 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-8-12 oc purllns. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.. ( lb/size) 1=6305/0-3-8, 8=6011/Mechanical Max Horz 1=137(LC 7) Max - Uplift 1=1760(LC 8), 8=1695(LC 8) FORCES. ( lb) `- Max. Comp./Max. Ten. ; All forces 250 (lb) or less except when shown. TCPECHORD 1-2=-11838/3391, 2-3=9838/2913, 3-4=7860/2387, 4-5=7140/2203, 5-6=7969/2413, 6- 7=-10128/2961, 7-8=12088/3443 BOT. CHORD 1-14=2985/10568, 13-14=2985/10568, 12-13=2474/8723, 11-12=1954/7033, 1D- 11=2517/8978, 9-10=-3031/10793, 8-9=3031/10793 WEBS • 2-14=373/1607, 2-13=2070/572, 3-13=692/2475, 3-12=2573/793, 4-12=-933/3087, 4- 111=139/367, 5-11=-990/3329, 6-`11=2801/819, 6-10=724/2729, 7-10=2031/576, 7- 9=-375/1568 NOTES. 1) 2-ply truss to be connected together with 10d (0.131 "x3") nails as follows: Top chords connected as follows, 2x4 - 1 row at 0-7-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows 2x4 - 1 row at 0-9-0 oc. 2) All bads are considered equally applied to all plies, except If noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind-ASCE 7-10: Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf, BCDL=3.Opsf; h=25ft; B=45ft; L=30R; eave=4f; Cat. II;- Exo B; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 5), Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) 1. 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 wide will rd between.the bottom chord and any other members. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical conrlection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 1= 1760,8=1695. This item has been electronically signed and sealed by ORegan, Philip, 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. Philip J.O'Regan PE No.58126 MiTak USA, Inc. FL Cut 6634 6904 Perko East Blvd. Tampa FL 33610 Data: March 9,2018 C& WiiF1R1R&-Ury gas/gn panmefan and READ NOTES ON THIS AND INCLUDED MITEN REFERENCE PAGE Mll•7473 rev 10/03/2015 BEFORE USE. Design valid for use only with MrrekO connectors. This design is based only upon parameters shown• and is for an individual budding component. not • a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing MiTek- la always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication. storage. delivery, erection and bracing of trusses and truss systems, am ANSVTPII Quality Criteria, OSS-89 and BCSI Building Component 6904 Parke East Blvd Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria. VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Park SciBarcelona-A or C TRAY T73452380 P2392ACT Al HIP 1 Job Reference (optional) Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MTek Industries, Inc. Fn Mar 9 10:51:22 2018 Page 2 ID ItiEj_2vgrkv4uEJUYC2jFzkFng-xNX5w2r7NW iRwPVdvgHUeQObX OLXh9zdOmOzzcgbp NOTES- 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 640 lb down and 165 lb up at 0-4-0. 624 Ib down and 174 to up at 2-4 , 624 Ito down and 174 Ib up at 4-4-0. 624 lb down and 174 Ito up at 6-4-0, 619 Ib down and 228 Ib up at 8-4-0. 619 Ito down and 210 Ib up at 10-4-0. 616 lb down and 209 to up at 12-4-0, 611 lb down and 221 Ib up at 14-4-0. 611 lb down and 221 to up at 15-10-0, 616 lb down and 209 Ib up at 17-10-0. 619 Ito down and 210 Ito up at 19-10-0, 616 Ib down and 180 Ito up at 20-74. 616 Ito down and 180 lb up at 22-74, 616 Ib down and 180 to up at 24-74, and 616 Ito down and 180 Ib up at 26-7-4, and 616 Ib down and 182 Ito up at 28-7-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=60, 4-5=60, 5-8=60, 1-8=-20 Concentrated Loads (lb) Vert: 19-640(F) 20=624(F) 21=624(F) 22=624(F) 23=619(F) 24=619(F) 25=616(F) 26=611(F) 27=611(F) 28=616(F) 29=-619(F) 30=-616(F) 31=-616(F) 32=616(F) 33=616(F) 34=616(17) Q WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7477 rev. 1GM312015 BEFORE USE. Design valid for use only with MfTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not • a truss system Before use, the building designer must verity the applicability of design parameters and property Incorporate this design into the overall buildmg design. Bracing indicated is to prevent buckling of individual truss web andfor chord members only Additional temporary and permanent bracing M iTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage For general guidance regarding the fabrication. storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPIt Quality Criteria, DSB49 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexendna. VA 22314 Tampa, FL 36610 Job Truss Truss Type Oty Ply Park SgBarcelona-A or C TRAY T73452381 P2392ACT A2 HIP 1 1 Job Referenceo to a Mid -Florida Lumber. Bartow, FL. 6-3-4 1 5-8-12 a.13U s Sep 1b 2u1 / MI Iek Inciustnes, Inc tin Mar 9 lu:D12Z zulb rage 1 6-2-0 5x5 = 5x5 = 3 21 22 23 4 5-8-12 6-3-4 Scale = 1.52.2 12 11 "' .- 9 a 3x4 = tx4 II 3x4 = 3x4 = 3x8 = 1x4 II 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.54 Vert(LL) 0.05 12-15 999 240 TCDL 10.0 Lumber DOL 1.25 BC 0.44 Vert(CT) 0.11 12-15 999 180 BCLL 0.0 Rep Stress Incr YES WB 0.46 Horz(CT) 0.02 9 n/a n/a BCDL 10.0 Code FBC2017frPI2014 Matrix -MS LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 1=587/Mechanical, 9=1575/0-3-8, 6=312/0-3-8 Max Horz 1=132(LC 10) Max Uplift 1=143(LC 12), 9=365(1_C 12), 6=109(LC 12) Max Grav 1=615(LC 21). 9=1575(LC 1). 6=369(LC 22) PLATES GRIP MT20 244/190 Weight: 152 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-5-11 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing WEBS 1 Row at midpt 3-9 FORCES. (III) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-956/312, 2-3=-424/198, 3-4=0/407, 4-5=78/539, 5-6=271/136 BOT CHORD 1-12=194/827, 11-12 =194/827, 9-11=0/317 WEBS 2-12=0/251, 2-11 =588/261, 3-11=89/461, 3-9=912/314, 4-9=550/243, 5-9=-586/260, 8=0/251 NOTES- 1) Unbalanced roof live loads'have been considered for this design. 2) Wind: ASCE 7-10; Vuh=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf, BCDL=3.Opsf: h=25ft; B=45ft, L=30ft; eave=oft; Cat II; Exp B; Encl., GCpi=0.18, MWFRS (directional) and C-C Exterior(2) a0-0 to 3-0-3, Interior(1) 3-0-3 to 12-0-0. Exterior(2) 12-0-0 to 22-5-3, Intenor(1) 22-5-3 too31-2-0 zone;C-C for members and forces & MWFRS for reactions shown, Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' 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 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Refer to girder(s) for truss to truss Connections. 7) Provide mechanical Connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 1=143,9=365,6=109. la This item has been electronically signed and sealed by ORegan, Philip, 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. Philip J.ORegan PE No.58126 MiTak USA, Inc. FL Cor16634 631A Path East Blvd. Tampa FL 33610 Date: March 9,2018 Q WARNING - Vmffy design paramaters and READ NOTES ON THIS AND INCLUDED MITEN REFERENCE PAGE Iw1.7473 rev. 10103/2015 BEFORE USE. Design valld for use only mth Mrrek® connectors. This design is based only upon parameters shown. and is for on individual budding component, not • truss system. Before use. the building designer must vent' the applicability of design parameters and property Incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual true web andlor chord members only. Additional temporary and permanent bracing M iTe k' is always required for stability and to prevent collapse Cobh possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection pnd bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB e9 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2le N. Lee Street, Suite 312. Maundna. VA 22314. Tampa, FL 36610 Job Truss Truss Type city Ply Park Sq/Barcelona-A or C TRAY T13452382 P2392ACT A4 HIP 1 1 Job Reference(optional) Mid-Flonda Lumber, . Bartow, FL. 8.130 s Sep 15 2017 Mtlek Inoustnes, Inc. rn Mar B 1u 51:Z3 Zu18 rage 1 5-9-4 5-2-12 4-1-0 4-1-0 5-2-12 5-9-0 1.0-0 Scale = 1:51.2 40 = 3x4 = 4x4 = 3 21 4 225 12 11 10 9 3x4 = tx4 II 5x8 = 3x8 = 1x4 II 3x4 = 5-g-4 5-212 41-0 3-9-0 0-0 5-212 5-9 Plate Offsets (X Y1— 111:0-4-00-3-01 LOADING ( psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.45 Vert(LL) 0.09 10-11 999 240 TCDL 10.0 Lumber DOL 1.25 BC 046 Vert(CT) 0.18 10-11 999 180 BCLL 0.0 Rep Stress Incr YES WB 0.79 Horz(CT) 0.02 10 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matnx-MS LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. ( lb/size) 1=616/Mechanical, 10=1595/0-3-8, 7=262/0-3-8 Max Horz 1=122(LC 10) Max Uplift 1=151(LC 12), 10=367(LC 12), 7=99(LC 12) Max Grav 1=641(LC 21), 10=1595(LC 1), 7=317(LC 22) PLATES GRIP MT20 244/190 Weight: 156 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-4-9 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. FORCES. ( lb) - Max! Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=1039/351, 2-3=543/234, 3-4=-411/257, 4-5=30/471, 5-6=98/572 BOT CHORD 1-12=234/892, 11-12=234/892 WEBS 2-11=5461255. 5-10=-475/195, 6-10=-547/254, 4-11=-161/570, 4-10=884/336 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind. ASCE 7-10; Vuh=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf, BCDL=3.Opsf; h=25ft; B=45ft; L=30ft. ea've=4tt; Cat. 11; Exp B; Encl., GCpi=0.18, MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-0-3, Interior(1) 3-0-3 to 11-0-0, Exterior(2) 11-0-0 to 23- 5-3, Interior(1) 23-5-3 to 31-2-0 zone;C-C for members and forces & MWFRS for reactions shown, Lumber DOL=1.60 plate grip DOL= 1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' 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 wide will fit between the bottom chord and any other members, with BCDL = 1 O.Opsf. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100 lb uplift at joint(s) 7 except (jt=lb) 1= 151, 10=367. la This item has been electronically signed and sealed by ORegan, Philip, 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. Philip J.ORegan PE No.56126 hliTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tempe FL 33610 Date: March 9,2018 Q WARNING - Voflfy daalgn paramafara and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rw. IOM312015 BEFORE USE. Design valid for use ony with MRek® connectors. This design is based only upon parameters shown, and is for an individual building component. not • a truss system Before use, the building designer must verity the epplicablllty of design parameters end property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek' isalwaysrequiredforstabllltyandtopreventcollapsewithpossiblepersonalinjuryandpropertydamageForgeneralguidanceregardingthefabrication, storage, delivery, erection end bracing of Inisses and truss systems, see ANSUTPII Quality Criteria, DSB-99 and BCSI Building Component 6904 Parke East Blvd Safety Information evallable from Truss Plate Institute, 218 N. Lee Street, Suite 312. Maxondna, VA 22314 Tampa, FL 36610 Job Truss Truss Type oty Ply Park Sq/Barcelona-A or C TRAY T13452383 P2392ACT A5 HIP 1 1 Job Referencea t'o e Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Mar 9 10:51:24 2018 Page 1 I D:IUEL2vgrkv4uEJUYC2iFzkFng-tmfrLktNv7 EogEZukKi1Z3 Wp?KeKpSrRoxVl4rzcgbn 4-9 9-0-0 15-1-0 21-20 25-0-12 30-2-0 31-2-01 4114 4-2-12 r1-1-0 6-1-0 4-2-12 4-9-4 1-0-0 Scale = 1.51.1 3x8 = 4x4 = 3x8 = 4x4 = 3 20 21 4 22 23 5 12 11 10 9 3x8 = 5x5 = 3x8 = 3x8 = 9-0-0 15-1-0 18-10-0 21-2-0 3N2-0 i I 9-0.0 fr1-0 3-9-0 2-0-0 9-0-0 Plate Offsets (X Yl— III0 8 0 0-0-141 r7'0-8-0 0-0-141 111 0-2-8 0-3-01 LOADING ( psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/deft L/d PLATES GRIP TCLL 200 Plate Gnp DOL 1.25 TC 0.50 Vert(LL) -0.16 9-18 >868 240 MT20 244/190 TCDL 100 Lumber DOL 1.25 BC 0.82 Vert(CT) -0.37 9-18 >369 180 BCLL 0.0 Rep Stress Incr YES WB 0.53 Horz(CT) 0.07 7 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix -MS Weight: 149 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-10-0 oc purtins. BOT CHORD 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 8-4-9 oc bracing. WEBS 2x4 SP No 3 REACTIONS. ( lb/size) 1=1072/Mechanical, 7=1049/0-3-8. 10=353/0-3-8 Max Horz 1=101(LC 10) Max Uplift 1=254(1-C 12), 7=277(LC 12), 10=86(LC 12) FORCES. ( lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD . 1-2=1983/711, 2-3 =1683/595, 3-4=1461/580, 4-5=1250/505, 5-6=1452/514, 6- 7=1765/634 BOT CHORD 1-12=564/1751, 11-12=-413/1573, 1D-11=-413/1573, 9-10=-413/1573, 7-9=505/1562 WEBS 2-12=344/226, 3-12=-105/479, 4-12=-264/76, 4-9=502/175, 5-9=-65/407, 6- 9=364/233 NOTES. 1) Unbalanced roof live loads have been considered for this design 2) Wind ASCE 7-10: Vuft=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf; BCDL=3 Opsf; h=25ft, B=45ft, L=30ft; eave=oft; Cat. ll,• Exp B; End., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-0-3, Interior(1) 3-0-3 to 9-0-0. Exterior(2) 9-0-0 to 25- 6-11, Interior(1) 2&6-11 to 31-2-0 zone,C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This.truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl with any other live loads. This Item has been 5) ' 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 wide electronically signed and willfitbetweenthebottomchordandanyothermemberssealed by ORegan, Philip, PE 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 10 except (it=lb) using a Digital Signature. 1= 254. 7=277. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Philip J. O'Regan PE No.58126 kliTak USA, Inc. FL Carl 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 9,2018 WARNING - Verlfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MD-7473 ray. 10/03/2015 BEFORE USE. Design valid for use only with Mrrek® connectors This design Is based only upon parameters shown, and Is for an individual building component, not • a buss system Before use. the building designer must vertly the applicability of design parameters and property Incorporate this design Into the overall bulldinpdesign. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mire k• IsalwaysrequiredforstabtliryandtopreventcollapsewonpossiblepersonalInjuryandpropertydamage. For general guidance regarding the fabrication. storage, delivery, erection and bracing o1 trusses and truss systems, see ANSVTP11 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 i Job Truss Truss Type Dty Ply Park Sq/Bercelona-A or C TRAY T13452384 P2392ACT A6 HIP 1 1 Job Reference (optional Mid-Flonda Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Mar 9 10:51 26 2018 Page 1 I D:IU EL2vq rkv4 u E J UY C 2j Fz kF ng-q Bmcmo veRk VBwYiGsll De U b5x8o PH G6ku F_9kzcg b I 3-94 37--2-0 2 3- 2-0 31.-02-0- 0,52 1I 0. 9- 0 11432-22.1210Scale = 152.4 4x8 = 1.5x4 II 4x8 = 1. 5x4 II 4x8 = lb lb 14 13 1L 3x4 = 3x4 = 6x8 = 5x5 = 6x8 = 3x4 = 3x4 = 7-0-0 4-0- 0 3-7-0 3-7-0 0 4-5-127-0-0 Plate Offsets (X Y)— r4. 0-5-40-2-0t [8:0-5-4 0-2-01, r1400-2-8 a3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip COL 1.25 TC 0.73 Vert(LL) -0.05 16-19 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1. 25 BC 0.40 Vert(CT) -0.12 16-19 >999 180 BCLL 0.0 Rep Stress Incr NO WB • 0.93 Horz(CT) 0.03 10 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 161 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-1-5 oc purlins. BOT CHORD 2x4 SP No 1D BOT CHORD Rigid ceiling directly applied or 1D-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. ( lb/size) 2=1076/0- 3-8, 13=299610-3-8, 10=364/0-3-8 Max Horz 2=82(LC 7) Max Uplift 2=326(LC 8), 13=880(LC 8). 10=117(LC 8) Max Grav 2=1086(LC 17). 13=2996(LC 1). 10=382(LC 18) FORCES. (Ib) -Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1920/562, 3-4=1711/512, 4-5=1191/397, 5-6=1191/397, 6-7=272/1116, 7-8=-272/1116, 9-10=- 389/107 BOT CHORD 2-16=-435/1694, ' 15-16=361/1513, 14-15=68/282, 13.14=-68/282, 10-12=-31/335 WEBS 3-16=273/109, 4- 16=-73/641, 4-15=-426/112, 5.15=490/251, 6-15=384/1293, 6-13=1914/558, 7-13= 512/258, 8-13=1537/439, 8-12=75/644, 9-12=-279/118 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt= 140mph (3-•second gust) Vasd=108mph, TCDL=4.2psf, BCDL=3.Opsf; h=25ft; B=45ft; L=30ft; eave=oft, Cat. II; Exp B; Encl., GCpi=0. 18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide This item has been will fit between the bottom chord and any other members. electronically Signed and 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) sealed b ORe an, Philip, PE y 9 p, 2=326, 13=880, 10=117. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 189 lb down and 206lb up at using a Digital Signature. 7-0-0, 97 Ib down and 106 Ib up at 9-0-12, 97 Ib down and 106 Ib up at 11-0-12, 97 Ib down and 106 Ib up at 13-0-12, 97 lb down Printed copies of this and 106 Ib up at 15- 1-0, 97 lb down and 106 Ib up at 17-1-4, 97 Ib down and 106 Ib up at 19-1-4, and 97 Ib down and 106 Ib up at document are not considered 21-1-4, and 189 Ib down and 206 Ib up at 23-2-0on top chord, and 327 lb down and 97 Ib up at 7-0-0, 66 Ib down at 9-0-12, 66 Ib signed and sealed and the down at 11-0-12, 66 lbdownat13-0-12, 66 lb down at 15-1-0, 66 Ib down at 17-1-4, 66 Ib down at 19-1.4, and 66 Ib down at be 21-1-4, and 327 Ib downand97Ibupat23-1-4 on bottom chord. The design/selection of such connection device(s) is the signature must verified responsibility of others. On any electronic Copies. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). Philip J. ORegan PE No.58126 MiTek USA, Inc. FL Cart 6634 LOAD CASE(S) Standard 6904 Parke East Blvd. Tampa FL 33610 1) Dead + Roof Live (balanced). Lumber Increase= 1.25, Plate Increase=1.25 Date: Uniform Loads (ptf) March 9,2018 Vert: 1-4=60, 4-8=60, B-11=60, 17-20=20 CAtil'i1PARS-RAK gosrgn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10A13/201 S BEFORE USE. Design valid for use only with MITek® connectors This design abased only upon parameters shown, and is for an Individual building component, not a truss system. Before use. the building designer must vent' the applicability of design parameters and property incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web andlor chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and topreventcollapsewithpossiblepersonalinjuryandpropertydamage. For general guidance regarding the fabrication. storage, delwery. erectIR ion and bracing of trusses and truss systems, sea ANSPII Quality Criteria, DSB-0e and BCSI Building Component 6904 Parke Fast Blvd Safety Information avallable from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandna, VA 22314 Tampa, FL 36610 Job Truss Truss Type Oty Ply Park SgBercelons-A or C_TRAY T13452384 P2392ACT A6 HIP 1 1 ob eee ce o t'o a Mid -Florida Lumber, Bartow; FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Mar 9 10:51:26 2018 Page 2 ID:IOEL2vgrkv4uEJUYC2j FzkFng-g8mcmQveRkV8wYIGsliDeUb5x8O PHG6kuF_9kzcgbl LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 4=142(F) 8=-142(F) 16=-327(F) 14=-41(F) 6=97(F) 12=-327(F) 23=97(1`) 24=97(F) 25=97(17) 26=97(1`) 27=97(F) 28=-97(F) 29=41(F) 30=41(F) 31=41(F) 32=-41(F) 33=-41(F) 34=41(F) Q WARNING - Verily design paramafers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mli-7473 rev. 10r0342015 BEFORE USE. Design valid for use only with Mrrekm connectors This design Is based only upon parameters shown, and Is for an individual building component, not • truss system. Before use, the building designer must verily the applicability of design parameters and property incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web end/or chord members only. Additional temporary and permanent bracing M iTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabncat on. storage, deiwery, erection and bracing of trusses and truss systems, see ANSVTP11 Quality Criteria, DSB-0! and BCSI Building Component 6904 Parke East Blvd. Safety Information avallable from Truss Plate Institute, 2111 N. Lee Street, Suite 312, Nexandria. VA 22314. Tampa, FL 36610 Job Truss Truss Type oty Ply Park Sq/Barcelona-A or C TRAY T13452385 P2392ACT B1 SPECIAL 1 Job Reference(optional) Mid -Florida Lumber. Bartow, FL. 8.130 s Sep 15 2017 Mi lek Industries. Inc. Fn Mar 9 10:51:2/ zulB rage 1 1-0-0' 4-4-11 ' 1-2-4 ' 2-7-15 3-10-3 6-6-6 1-9-12 ' 2.6-0 12-3-0 2.6-0 2-7-12 Scale = 1:47.3 1 5x4 = 1.5x4 II 5 1.5x4 II 30 -_ 19 15 1f 15 it. 14 1J 12 2x4 II 8x10 = 2.4 II axe = 2x4 II 2x4 II 8x8 = 3x4 II 4-0-11 1 2-4 72 15 1 3-10-3 1 &12 2-6-0 2 3-0 2.6-0 2 7 12 Plate Offsets (X YI- f2'0.1-8 Edge] 16.0-4-12 Eddel f 18 0-SO 0-SOl f21.0-2-00-2-01 LOADING ( psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft cad PLATES GRIP TCLL 20.0 Plate Gnp DOL 1.00 TC 0.94 Vert(LL) 0.42 16-17 >697 360 MT20 244/190 TCDL 10.0 Lumber DOL 100 BC 0.74 Vert(CT) 0.80 16-17 >361 240 MT20HS 187/143 BCLL 0.0 Rep Stress Inca NO WB 0.96 Horz(CT) 0.06 12 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 314 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 'Except' TOP CHORD Structural wood sheathing directly applied or 2-1-8 oc purlins, 6- 11, 2x4 SP No.t except end verticals. BOT CHORD 2x6 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 12- 18: 2x6 SP DSS WEBS 2x4 SP No.3 *Except* 6- 18: 2x4 SP No.2 REACTIONS.. ( lb/size) 12=1607/0-4-0, 2=1448/0-8-0 Max Horz 2=187(LC 12) Max Uplift 12=79(LC 12), 2=176(LC 12) Max Grav 12=1972(LC 2), 2=1518(LC 17) FORCES. ( lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD. 2-3=-2898/684, 3-4=2631/654, 6-7=11590/2868, 7-8=11590/2868, 8-9=8962/1904, 9- 10=-4075/751. 10-11=-4075/751, 11-12=1680/305 BOTCHORD 2-19=778/2579, 18-19=778/2579, 17-118=3038/11202. 16-17=3126/11496, 15- 16=190418962, 14-15 =19D4/8962, 13-14=1904/8962, 12-13=55/303 WEBS 6-17=-617/223, 7-16=-586/168, 8-15=-1028/309, 9-14=329/1286, 6-16=335/401, 8- 16=1033/2814, 11-13=-746/4039, 9-13=5268/1235, 4-18=940/3539, 6-18=9284/2467. 3- 18=339/.130, 4-6=3471/1012 NOTES- 1) 2-ply truss to be connected together with 10d (0.131"xY) nails as follows This item has been Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc. electronically signed and Bottomchordsconnectedasfollows: 2x6 - 2 rows staggered at 0-9-0 oc. Sealed by ORegan, Philip, PE Websconnectedasfollows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except If noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to using a Digital Signature. ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated Printed copies of this 3) Unbalanced roof live loads have been considered for this design. document are not Considered 4) Wind: ASCE 7-10, Vuh=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf, BCDL=3.Opsf, h=15ft; B=45ft, L=24ft, eave=oft, Cat. signed and sealed and the II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Intenor(1) 2-0-0 to 11-11-4, Exterior(2) 12-1-0 be to15-1-0 zone;C-C for members and forces 3 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 signature must verified 5) Provide adequate drainage to prevent water ponding. On any electronic Copies. 6) All plates are MT20 plates unless otherwise indicated. Philip J.O'Regan PE No.5E126 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. kliTek USA, Inc. FL Cart 6634 8) ' 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 wide 69D4 Parke East Blvd. Tampa FL 3361D will fit between the bottom chord and any other members. Date: 9) Provide mechanical Connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 12 except 0=1b) March 9,2018 2= 176. iQWARRMG' V eArylBaldh jia ihifaii irlC "READ X/OiES'O 1 N1S AND INCLUDED M1TEK REFERENCE PAGE OWI-71731., 10/03/2015 BEFORE USE. 18ibl5N9A6fdrP4@% 4Z with Mnek® connectors This design a based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall Y building design. Bracing Indicated is to prevent buckling of individual truss web ondfor chord members only. Additional temporary and permanent bracing Mire k' isalwaysrequiredforstabilityandtopreventcollapsewithpossiblepersonalinjuryandpropertydamageForgeneralguidanceregardingthefabncation, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB-09 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Instaute. 218 N Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Oty Ply Park Sq/Barcelona-A or C_TRAY T13452385 Job P2392ACT B1 SPECIAL 1 Re e ce (optional) Mid-Flonda Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Mar 9 10:51:27 2018 Page 2 ID:IGEj_2vgrkv4uEJUYC2jFzkFng-I LK_zmvGB2d7XiHSPTGSBi8DOYhF0iqu7vkXhAzcgbk LOAD CASE(S) Standard 1) Dead + Roof Live (balanced). Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert 1-5=60, 6-11=90, 2-12=20 Concentrated Loads (lb) Vert, 25=706 Q WARNING - Varfly design panm t and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE WI.7473 nv. 1=17015 BEFORE USE Design valid for use only with MlTekm connectow This design is based only upon parameters shown, and Is for an individual building component, not • a truss system Before use. the building designer must verily the applicability of design parameters and property Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek' is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabncation, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N Lee Street, Suhe 312. Alexandria, VA 22314. Tamps, FL 36610 Job Truss Truss Type City Ply Park Sci/Bercelona-A or C TRAY T13452386 P2392ACT B2 SPECIAL 1 Job ReferenceDotionall Mid -Florida Lumber. Barlow. FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Mar 9 10:51:28 2018 Page 1 ID:IUEL2vgrkv4uEJUYC2jFzkFng-mXuMB6wuyMls9rsfzAnhjvgN6x2Hl90 1 LZT4Ddzcgbj 1-0-0 59-4 11-0-0 12-7-8 14-11-12 17-5-12 19-2-0 21$-0 24-0-0 1.0-0 S9 5-2-12 1-7-8 2,_4 2fi•0 1-8-8 2-0i-0 2-7-12 5x8 = 3x4 II Scale = 1.42.8 2x4 II 4x6 = 5x10 = 4x4 II 5x8 = 2x4 II 2x4 II 8x8 = 3.4 II i g-d 11-0-0 1I 14-11-12 r17-62 I19 F I 2 2S59- 01W24-0-1- 02i LOADING ( psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.00 TC 0.94 Vert(LL) 0.45 16-17 650 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.69 Vert(CT) 0.87 16-17 334 240 BCLL 0.0 Rep Stress Incr NO WB 0.98 Horz(CT) 0.06 12 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight: 301 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x6 SP No.2'Except' 12- 19 2x6 SP DSS WEBS 2x4 SP No.3 *Except* 5- 17,4-18,6-18, 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 1-11-14 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 9-10-1 oc bracing. REACTIONS. ( lb/size) 12=1597/0-4-0, 2=1456/0-8-0 Max Horz 2=324(LC 12) Max Uplift 12=100(LC 12), 2=166(LC 12) Max Grav 12=1993(LC 17), 2=1549(LC 17) FORCES. ( lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3046l702, 3-4=2350/542, 6-17=-037/191, 6-7=11474/2937, 7-8=11474/2937, 8- 9=-8986/2008, 9-10=4121/818, 10-11=-4121/818, 11-12=1684/329 BOT CHORD 2-20=982/2813, 18-20=982/2813, 17-18=3332/11833, 16-17=3590/12573, 15- 16=2008/8986, 14-15=2008/8986, 13-14=-2008/8986, 12-13=58/301 WEBS 3-20=36/380, 3-18=747/283, 4-18=2042/7526, 4-6=-6957/2050, 6-18=1167413135, 7- 16=353/44, 8-15=1006/318, 9-14=356/1336, 6-16=1271/699, 8-16=994/2665, 11- 13=814/4091. 9-13=5211 /1275 NOTES. 1) 2-ply truss to be connected together with 10d (0.131"A3") nails as follows Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows 2x4 - 1 row at 0-9-0 oc, Except member 18-6 2x4 - 1 row at 0-7-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design 4) Wind: ASCE 7-10, Vult=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf, BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=oft; Cat. 11: Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Extenor(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 11-0-0, Exterior(2) 11-0-0 to 12- 5-12, Interior(t) 12-5-12 to 24-2-4 zone;C-C for members and forces 3 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' 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 wide will fit between the boftom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 12 except (jt=lb) 2= 166. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) . The design/selection of such This item has been electronically signed and sealed by ORegan, Philip, 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. Philip J. O'Regan PE No.58126 hliTek USA, Inc. FL Ced 6634 6904 Parka East Blvd. Tampa FL 33610 Data: March 9,2018 Ci tV a osl$rr e .0itrs and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI.7473 ray. 10/03/2015 BEFORE USE. n(( '(,, e 9U,h}tAAMMTek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not a truss system Before use, the building designer must verify the applicability of design parameters and property incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing M iTek' IsalwaysrequiredforstabilityandtopreventcollapsewithpossiblepersonalInjuryandproperlydamageForgeneralguidanceregardingthefabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTP11 Quality Criteria, DSB49 and SCSI Building Component 69D4 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314 Tampa, FL 36610 Job Truss Truss Type oty Ply Park SgBarcelone-A or C_TRAY T13452386 P2392ACT B2 SPECIAL 1 b Reference (optional Mid-Flonda Lumber, Bartow, FL. LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert. 1-4=60, 4-5=60, 6-11=90. 2-12=20 Concentrated Loads (lb) Vert, 6=706 8 130 s Sep 15 2017 MiTek Industries, Inc. Fri Mar 9 10:51:28 2018 Page 2 ID:ItiEL2vgrkv4uEJUYC2jFzkFng-mXuMB6wuyMls9rstzAnhjvgN6x2H19o1 LZT4Ddzcgbj Q wARNING - Vadl y design parsmeters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. f 010=015 BEFORE USE. Design valid forum only with Mrrek® connectors. This design is based only upon parameters shown, and is for an individual building component, not • e buss system. Before use. the bullding designer must verify the applicability of design parameters and properly incorporate this design into the overall -•YY building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Welk' is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fatincauon, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTP11 Quality Criteria, DSB49 and BCSI Building Component 6904 Parke Fast Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandna. VA 22314. Tampa, FL 36610 Job . Truss Truss Type Oty Ply ark Sq/Barcelona-A or C TRAY T13452387 ob P2392ACT B3 SPECIAL 1 ee e ce (optional Mid- Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries. Inc. Fri Mar 9 10:51:29 2018 Page 1 ID IUEL2vgrkv4uEJUYC2jFzkFng-EjSkO"ftjn7RrXulwG7DYjLMbUdZBaDDem3zcgbi 111 4-9- 0 132--77$ 14-112 127-0512 119-I 219-0-0 2 --02-0 224- 7- 0- 1-02-0 4- 2-12Scale = 1.43.3 4x8 = 24 1.5x4 II 25 5 17 F 3x4 = 2x4 II8x10 = 4x4 II 5x8 = 2x4 II 2x4 II 8x8 = 3x4 II 2- 3-77--88 14 I 17-0 2 19$-8 2622i4- 0 492- 0-012 2-7-12 LOADING ( psf) SPACING- 2-0-0 CSI. DEFL. in (loc) War L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.00 TC 0.95 Vert(LL) 0.42 16-17 699 360 MT20 244/190 TCDL 10.0 Lumber DOL 1. 00 BC 0.75 Vert(CT) 0.80 16-17 361 240 BCLL 0.0 Rep Stress Incr NO WB 0.95 Horz(CT) 0.06 12 n/a n/a BCDL 10.0 Code FBC2017rrPI2014 Matrix - MS Weight: 295 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No 2 BOT CHORD 2x6 SP DSS'Except' 2-18: 2x6 SP No.2 WEBS 2x4 SP No.3 *Except* 6-18: 2x4 SP No.2 REACTIONS. lb/size) 12=1597/04- 0, 2=1456/0-8-0 Max Horz 2=263(LC 12) Max Uplift 12=90(LC 9), 2=178(LC 12) Max Grav 12=1981(LC 17), 2=1547(LC 17) BRACING - TOP CHORD Structural wood sheathing directly applied or 1-11-5 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. FORCES. (lb) -Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2988/757, 3-4=2716(703, 6-17=507/205, 6-7=1138612822, 7-8=11386/2822, 8-9=-8918/1931, 9-10= 4095/788, 10-11=40951788, 11-12=1674/318 BOT CHORD 2-19=963/2751, 18-19=963/2751, 17-18=3207/11635, 16-17=3415/12316, 15-16 =1931/8918, 14-15= 1931/8918, 13-14=-1931/8918, 12-13=56/299 WEBS 3.18=354/158, 4- 18=-870/3322, 4-6=3259/992, 6-18=9508/2471, 9-14=341/1325, 8-15=1007/308. 7-16= 342/38, 6-16=1173/634, 8-16=955/2643, 11-13=784/4065, 9-13=5165/1224 NOTES- 1) 2-ply truss to be connected together with 'IOd (0.131"x3") nails as follows Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies. except If noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind ASCE 7-10; Vuh= 140mph (3 second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft. L=24ft, eave=4ft; Cat. II, Exp B; Encl., GCpi=0. 18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(l) 2-0-0 to 9-0-0. Exterior(2) 9-0-0 to 12-0-0, Interior(1) 12- 5-12 to 24-2-4 zone;C-C for members and forces 6 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) '.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 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 12 except Ut=lb) 2=178. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) . The design/selection of such This item has been electronically signed and sealed by ORegan, Philip, 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. Philip J. O'Regan PE No. 58126 hilsk USA, Inc. FL Cert 6634 6984 Parke East Blvd. Tampa FL 33618 Date: March 9,2018 CiC RI • aslpn p nmators and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE. - C[ nd Fl a V Ai F M1 TTale® connectors. Thisdesign isbased only upon parameters shown, and Is for on individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicted is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing M iTek• is always required for stability andtopreventcollapsewithpossiblepersonalinjuryandpropertydamage. For general guidance regarding the fabrication, storage, delivery. erection and bracing of trusses and truss systems, see ANSVTPl1 Quality Criteria, DSB49 and BC51 Building Component 69D4 Parke East Blvd Safety Information available from Truss Plate Institute. 218 N Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Oty Ply Park Sq/Barcelons-A or C_TRAY T13452387 P2392ACT B3 SPECIAL 1 Job Reference (optional Mid-Flonda Lumber. Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Fn Mar 9 10:51:29 2018 Page 2 I D:ItiEL2vgrkv4uEJUYC2j FzkFng-EjSkORxWjf jn7RrXulwG7DYjLMbUdZBaDDem3zcgbl LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert 1-4=60. 4-5=60, 6-11=90, 2-12=20 Concentrated Loads (lb) Vert: 6=706 Q WARNING - verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with Mrrek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not • a truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek' is always required for stability end to prevent collapse with possible personal injury and property damage. For general guidance regarding the rabncatlon, storage, delwary, erection and bracing of trusses and truss systems, see ANSVTPI1 Quality Criteria, DSB-89 and BCSI Building Component 69D4 Parka East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type City Ply Park Sq/Barcelona-A or C TRAY T13452388 P2392ACT B4 SPECIAL 1 Job Reference (optional Mid-Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Mar 9 10.51.30 2018 Page 1 I D:16Ej_2vq rkv4u EJ UYC 2j FzkF ng-ivO6cny8Uz7ZP9015bp9pKmjslhd D7 d KptyB I Vzcg bh 1-0-0 3 9-0 7 0 0 9-11-8 12-7 8 I 14-11-12 17-5-12 i 19-2 4 I zIZ I 2a o 1-0-0 3-9 3-2-12 2-11 2-8.0 2-0 2-0-0 1$E 2.6.0 2-7-12 4x8 = 4x6 = 2x4 II 25 5 26 6 Scale = 1 43.3 11 <, __ , ,o ,. ,. — 13 3x4= 2x4 II 3x4 = 4x6 4x4 II 5x8 = 2x4 II 2x4 II 6x9 = 3x4 7x10 = ir1.4 7-Q-0 9-11-6 12-7-8 1st-71-12 17-5-12 19-2-0 21-6-4 I 24-0-0Ii 3-9 3-2-72 2-11-8 I I 2-0 1.8-8 2 i-0 2-7-12 Plate Offsets (X Yt— 1400-54 0-2-01 r7 0-3-4 0-3-41 119'0-5-0 0-4-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.00 TC 0.92 Vert(LL) 0 42 17-18 >687 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.83 Vert(CT) 0.82 17-18 >355 180 BCLL 0.0 Rep Stress Incr NO WB 0.77 Horz(CT) 0.07 13 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight 448 lb FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 'Except' TOP CHORD Structural wood sheathing directly applied or 3-1-9 oc purlins, 7-12: 2x4 SP No.1 except end verticals. BOT CHORD 2x6 SP DSS 'Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 2-20 2x6 SP No.2 WEBS 2x4 SP No.3 *Except* 6-18,7-19,7-17,9-17.12-14,10-14: 2x4 SP No.2 REACTIONS. (lb/size) 13=2529/0-4-0, 2=235410-8-0 Max Horz 2=202(LC 8) Max Uplift 13=341(1-C 5), 2=446(LC 8) Max Grav 13=3512(LC 2). 2=2376(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4910/871, 3-4=4708/875, 4-5=5375/945, 56=337/33, 7-18=161/317, 7-8=-18798/2775, 8-9=18798/2775, 9-10=14658/1864, 10-11=6849/755, 11-12=6849l755, 12-13=2685/299 BOT CHORD 2-22=921/4371, 21-22=921/4371, 19-21=-863/4198, 18-19=3139/18876, 17-18=3316M9968, 16-17=1864/14658, 15-16=1864/14658, 14-15=1864/14658, 13-14= 49/464 WEBS 3-21=283/69, 4-21=71/502, 4-19=232/1843. 5-19=770/4820, 5.7=7118/1291, 7-19=1444312278, 7-17=-2256/579, 9-16=1503/309, 9-17=976/4758, 10-15=321/2328, 12-14=756/6838,10.14=-8364/1188 This item has been NOTES- electronically signed and1) 3-ply truss to be connected together with 1Od (0.131"xY) nails as follows: sealed by ORegan, Philip, PETopchordsconnectedasfollows: 2x4 - 1 row at 0-7-0 oc. Bottom chords connected as follows 2x6 - 2 rows staggered at 0-6-0 oc. using a Digital Signature. Webs connected as follows 2x4 -1 row at 0-9-0 oc. Printed copies of this 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to document are not considered ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. signed and sealed and the3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vu@=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf, BCDL=3.Opsf, h=15ft; B=45ft; L=24ft, eave=oft; Cat. Signature must be Verified 11; Exp B; Encl., GCpi=0.18, MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 on any electronic copies. 5) Provide adequate drainage to prevent water ponding. Philip J. O'Regan PE No.58126 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Wrok USA, Inc. FL Cort 6634 7) ' 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 wide 691U Parke East Blvd. Tempe FL 33610 will fit between the bottom chord and any other members. Date: 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) March 9,2018 13=341, 2=446.•• C'alaflA (%8-PARr goslgn parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE MI-7473 — 10103CO15 BEFORE USE. Design valid for use only with MITek® connectors This design is based only upon parameters shown, and is for an individual building component, not • e truss system Before use, the building designer must verify the applicability of design parameters end properly Incorporate this design Into the overall building design. Bracing indicted is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek- is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication. storage. delivery, erection and bracing of busses and truss systems, see ANSUTP11 Quality Criteria, DSB-89 and BCSI Building Component 69D4 Parke East Blvd. mSafetyInternist Ion available from Truss Plate Institute. 218 N Lee Street, Suite 312. Alexandns, VA 22314 Tampa, FL 36610 Job Truss Truss Type City Ply Park SgBercelona-A or C_TRAY T13452388 P2392ACT B4 SPECIAL 1 qJ Job Reference (optional Mid-Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Mar 9 10.51.30 2018 Page 2 ID IUEL2vgrkv4uEJUYC2jFzkFng-ivO6cny8Uz'?ZP9015bp9pKmjslhdD7dKptyBlVzcgbh NOTES- 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 189 lb down and 204 lb up at 7-0-0, and 97 lb down and 106 lb up at 9-0.12, and 97 lb down and 106 lb up at 11-0-12 on top chord, and 327 lb down and 97 lb up at 7-0-0, 66 lb down at 9-0-12, 66 lb down at 11-0-12, 344 lb down at 14-9-12, 344 lb down at 16-9-12, 344 lb down at 18-9-12, 344 lb down at 20-9-12, 344 lb down at 22-9-12, and 354 lb down at 24-2.4, and 1136 lb down and 201 lb up at 12-9-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced), Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert 1-4=60, 4-6=60, 7-12=75, 2-13=20 Concentrated Loads (lb) Vert: 4=142(13) 7=-460 13=89(121) 20=-41(B) 21=-327(B) 17=79(13) 25=97(B) 26=97(8) 29=-41(B) 30=1021(F) 31=-79(B) 32=79(13) 33=79(B) 34=-79(B) Q wARNING - Verify design paramafars and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE I1,11I.7473 ray. 1010312015 BEFORE USE. Design valid for use only with Mrrek® connectors. This design Is based only upon parameters shown, and is for an individual building component, not • a truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design Into the overall building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing M iTek' is atways required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPI1 Quality Criteria, DSBa9 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandne. VA 22314. Tampa, FL 36610 Job Truss Truss Type oty Ply Park SgBarcelona-A or C_TRAY T13452389 P2392ACT C1 COMMON 1 1 Job Reference (optional) Mid-Flonda Lumber. Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Mar 9 10:51.31 2018 Page 1 ID.IUEj_2vgrkv4u EJUYC21 FzkFng-A6aVp7ymFH7QOJbEel KOLY11194myilTl Xikgxzcgbg 1-0-0 5-9-4 11-0-0 16-2-12 1 22-0-0 ,23-M , i 1-0-0 5-9-4 5-2-12 5-2-12 5-9-4 1-0-0 Scale = 1.39.3 4x4 = la 3x4 = 3x4 = 3x4 = 3x4 = 3x4 = 7-6-3 b-11-11 1-0-J LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.37 Vert(LL) 0.07 10-13 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.58 Vert(CT) 0.18 10-13 >999 180 BCLL 00 Rep Stress Incr YES WB 0.20 Horz(CT) 004 6 n/a n/a BCDL 10.0 Code FBC2017rTP12014 Matrix -MS Weight: 101 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-5-3 oc purlins BOT CHORD 2x4 SP No 2 BOT CHORD Rigid ceiling directly applied or 9-11-14 oc bracing. WEBS 2x4 SP No 3 REACTIONS. (lb/size) 2=940/0-8-0, 6=940/0-8-0 Max Horz 2=115(LC 11) Max Uplift 2=181(1-C 12), 6=181(LC 12) FORCES. (lb) - Max Comp./Max. Ten. - All forces 250 (lb) or less except when shown TOP CHORD .'2-3=-1525/468, 3 4=1367/470, 4 5=1367/470, 56=1525/468 BOT CHORD 2-10=326/1328, 8-10=151/876, 6-8=-344/1328 WEBS 4-8=-157/526, 5-8=340/203, 4-1 0=1 57/526, 3-10=340/203 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind. ASCE 7-10, Vuft=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf, BCDL=3.Opsf, h=15ft; B=45ft, L=24ft, eave=oft: Cat. II, Exp B: Encl., GCpi=0.18; MWFRS (directional) and C-C Extenor(2) -1-0-0 to 2-0-0, Intenor(1) 2-0-0 to 11-0-0, Exterior(2) 11-0-0 to 14-0-0 zone;C-C for members and forces 3 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20 Opst on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=181, 6=181. . This item has been electronically signed and sealed by ORegan, Philip, 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. Philip J. O'Regan PE No.58126 MiTsk USA, Inc. FL Cart 6634 69U Parke East Blvd. Tempe FL 33610 Date: March 9,2018 QWARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11•7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTeke connectors. This design is based only upon parameters shown, and is for an individual building component, not • a truss system. Before use, the building designer must vent' the applicability of design parameters and property incorporate this design into the overall building design Bracing indicated isto prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing M iTe k' salwaysrequiredforstabilityandtopreventcollapsewithpossiblepersonalinjuryandpropertydamage. For general guidance regarding the febncation, storage, delivery. erection and bracing of trusses and truss systems. see ANSVTP11 Quality Criteria, DSB-99 and BCSI Building Component 69D4 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N Lee Street, Suite 312. Alexandne, VA 22314 Tampa, FL 36610 Job Truss Truss Type oty Ply Park Sq/Barcelona-A or C TRAY T13452390 P2392ACT C2 HIP 1 1 Job Reference (optional Mid-Florida Lumber, 'Barlow, FL. 8.130 s Sep 15 2017 MTek Industries, Inc. Fri Mar 9 10:51:32 2018 Page 1 I D:ItiEL2vgrkv4uEJUYC2j FzkFng-el7tOTzOOaFHeTAOCOsdulrAGZOehAGdGBRIMOzcgbf 1-" 4-94 9.0.0 I 13-0-0 I 17-2-12 22-0-0 F23_0-0 01-04-9-44-2-12 4-0-0 4-2-12 4-9-4 Scale = 1.39.1 i 4x4 = 4x8 = 3x4 = 4x4 = 3x8 = 3x4 = 4x4 = la 9- M 1'1-i1_r1 22-M i 9- 0-0 4-0.0 9.0-0 Plate Offsets (X Yt— r5'o-5-4 D-2-0t LOADING ( psf) SPACING- 2-0-0 CSI. DEFL. in floc) Well Ud PLATES GRIP TCLL 20.0 Plate Gnp DOL 1.25 TC 0.48 Vert(L-) -016 9-17 >999 240 MT20 244/190 TCDL 10. 0 Lumber DOL 1.25 BC 0.73 Vert(CT) -0.34 9-17 >781 180 BCLL 0. 0 Rep Stress Incr YES WB 0.18 Horz(CT) 0.04 7 n/a n/a BCDL 10. 0 Code FBC20171TP12014 Matrix -MS Weight: 108 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-0-5 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 848-15 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/ size) 2=940/0-8-0, 7=940/0-8-0 Max Horz 2=96(LC 11) Max Uplift 2=181(LC 12), 7=181(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1547/578. 34=1237/462, 4-5=10541459, 5-6=1237/462, 6-7=1547/578 BOT CHORD 2-11=-046/1364, 9-11=255/1054, 7-9=-453/1364 WEBS 3- 11=360/226, 4-11=-74/339, 5-9=67/339. 6-9=361/226 NOTES- 1) Unbalanced roof live loads have been considered for this design 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft, eave=oft; Cat. It: Exp B; Encl., GCpi=0.18, MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 0-0-0, Exterior(2) 9-0-0 to 13-0- 0, Interior(1) 17-4-11 to 23-0-0 zone,C-C for members and forces 3 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1. 60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' 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 wide will fit between the bottom chord and any other members. This Item has been 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) electronically signed and 2=181, 7=181. sealed by ORegan, Philip, 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. Philip J. ORegan PE No.58126 MTek USA, Inc. FL Cart 6634 6904 Perko East Blvd. Tempe FL 3361D Date: March 9, 2018 Q WARNING - Verily design panmefars and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 raw. 10/03/2015 BEFORE USE. ' Design valid for use only with Mrrekm connectors This design is based only upon parameters shown, and Is for an individual building component, not e truss system. Before use, the building designer must veiny the applicability of design parameters and property incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing M iTek' is alwaysrequiredforstabilityandtopreventcollapsewithpossiblepersonalinjuryandproperlydamage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of trusses and truss systems, see ANSI1TP11 Quality Criteria, DSB49 and BCSI Building Component 6904 Parke East Blvd. Safaty Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandna, VA 22314. Tampa, FL 36610 Job Truss Truss Type Oy Ply Park Sq/Barcelona-A or C_TRAY T13452391 P2392ACT C3 HIP 1 1 Job Referenceol'oal Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Fn Mar 9 10:51:33 2018 Page 1 ID:ItiEL2vgrkv4uEJUYC2j FzkFng-7UhF Ep_l nuN8GdlcmjNsOzOM 1 yjhOa7mVrBrvgzcgbe 7.0.0 11-" i 15-0-0 18-2-12 ( 22-0-0 23-0-0 1-0-0 3-9-0 3-2-12 4-0-0 4-0-0 3.2-12 3-9-41-0-0 Scale = 1 39.1 3x5 = 4x4 = 3x8 = 3x8 = 4x4 = 20 21 ' 22 23 6 4x4 = 1x4 II 3x8 = 3x5 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Gnp DOL 1.25 TC 0.42 Vert(LL) 0.12 11 999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.81 Vert(CT) 0.24 11 999 180 BCLL 0.0 Rep Stress Incr NO WB 0.33 Horz(CT) 009 8 n/a We BCDL 10.0 Code FBC20177TPI2014 Matrix -MS Weight, 112 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=161610-8-0.8=1616/0-8-0 Max Horz 2= 77(LC 6) Max Uplift 2= 416(LC 8), 8=416(LC 8) BRACING - TOP CHORD Structural wood sheathing directly applied or 3-2-7 oc purlins. BOT CHORD Rigid ceiling directly applied or 7-1-9 oc bracing. FORCES. (lb) -Max. Comp./Max(. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2- 3=-3074/796, 3-4=2873/763, 4-5=2564/708, 5-6=2564/708, 6-7=2873/763, 7-8=-3074f796 BOT CHORD 2- 13=651/2720. 11-13=689/2898, 10-11=-689/2898, 8-10=651/2720 WEBS 3-13= 274/78. 4-13=152/876. 5-13=503/152, 5-10=503/152, 6-1 0=1 52/876, 7-10=274/ 78 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE. 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf, BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; End., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' 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 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=416, 8= 416. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 189 lb down and 204 lb up at 7-0-0. 97 lb down and 106 lb up at 9-0.12, 97 lb down and 106 lb up at 11-0-0• and 97 lb down and 106 lb up at 12-11-4, and 189 lb down and 204 lb up at 15-0-0 on top chord, and 327 lb down and 97 lb up at 7-0-0, 66 lb down at 9-0-12, 66 lb down at 11-0-0. and 66 lb down at 12-11-4, and 327 lb down and 97 lb up at 14-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4= 60, 4-6=60, 6-9=60, 14-17=20 Concentrated Loads (lb) Vert: 4=1142( 17) 6=-142(F) 13=-327(F) 11=41(F) 5=97(F) 10=327(F) 21=97(F) 22=97(F) 24=41(F) 25=41(F) This item has been electronically signed and sealed by ORegan, Philip, 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. Philip J. ORegan PE No.58126 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 9, 2018 AWARNING - verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE RUI.7473 rev. M103/2015 BEFORE USE. Design valid for use only with MRektD connectors This design is based only upon parameters shown, and is for an individual building component, not • a truss system Before use. the building designer must verity the applicability of design parameters and property incorporate this design into the overall building design Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always requiredforstabilityandtopreventcollapsewithpossiblepersonalInjuryandpropertydamage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Oualhy Criteria, DSB.89 and SCSI Building Component 6904 Parke East Blvd Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tempe, FL 36610 Job Truss Truss Type oty Ply ark Sq/Barcelona-A or C_TRAY T13452392 ob P2392ACT C4 HIP 1 Reference (optional) Mid -Florida Lumber, Bartow. FL. 8.130 s Sep 15 2017 MiTek Industries. Inc. Fn Mar 9 10:51:34 2018 Page 1 I D:Iti Ej_2vgrkv4u E JUY C 2jF zkF ng-bh F d R971Y C V 7tmKpKRu 5zAvvOyM5g9vrwkVwPRGzcg bd 1-0-0 3-10-12 7-3-0 11-00 I 14-9-0 1&-" I 19-0.0 22-0-0 1-0-0 3-10.12 3-4-4 3.9-0 3-9-0 1-9-82-5-B 3-0-0 THIS TRUSS IS NOT SYMMETRIC. PROPER ORIENTATION IS ESSENTIAL 4x8 = t .5x4 II 5x8 MT18HS = Scale = 1.37.9 4x4 = 2x4 II 3x4 = 7x8 = 6x6 = 8x8 = 3x8 II 5x14 3-1112 7-0-r1 11-0-0 14-9-0 16 19-0-0 22-0-0 i I 1 i 3.10 12 34-4 3-9-0 3-0-0 Plate Offsets (X Y)- r2.0-2-4 Edgel 1470.5-12 0.2-01 r6 0-5-8 0-2-41 r7.0-1-0 0-2-41 19 0-2-15 0.3-41 if 1.0-3-8 0-4-121 f 13'0-4-0 0-4-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Gnp DOL 1.25 TC 0.98 Vert(LL) -0.17 11 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.69 Vert(CT) -0.34 11 >775 180 MT18HS 244/190 BCLL 0.0 Rep Stress Incr NO WB 0.82 Horz(CT) 0.08 9 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight, 277 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-4-4 oc purlins. BOT CHORD 2x6 SP DSS BOT CHORD Rigid ceiling directly applied or 9-8-1 oc bracing. WEBS 2x4 SP No.3 *Except* 4-14,5-13,6-12,7-11 2x4 SP No.2 WEDGE Right: 2x4 SP No.3 REACTIONS. (lb/size) 9=7852/0-4-0, 2=2829/0-4-0 Max Horz 2=78(LC 7) Max Uplift'9=2102(1_C 8), 2=775(1_C 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=5822/1545, 3-4=-5655/1541, 4-5 =7080/1962, 5-6=7080/1962, 6.7=9793/2701, 7-8=14154/3875, 8-9=15433/4176 BOT CHORD 2-15=1339/5181, 14-15=-1339/5181. 13-14=1279/5035, 12-13=2374/8988, 11-12=3394/12644, 10-11=3701/13784, 9-10=3701/13784 WEBS 3-14=325/71, 4-14=64/343, 4-13=803/2907, 6-13=2707/949, 6-12=1647/6014, 7-12=6664/1856, 7-11=1976/7224, 8-11=1329/357, 8-10=261/1127 NOTES- 1) 2-ply truss to be connected together with 1Od (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc. Bottom chords connected as follows: 2x6 - 3 rows staggered at 0-2-0 oc. This Item has been Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. electronically signed and2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to Sealed by ORegan, Philip, PEplyconnectionshavebeenprovidedtodistributeonlyloadsnotedas (F) or (B), unless otherwise Indicated. 3) Unbalanced roof live loads have been considered for this design. using a Digital Signature. 4) Wind ASCE 7-10, Vuh=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft, L=24R; eave=oft; Cat. Printed copies Of this 11; Exp B; End., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 document are not considered 5) Provide adequate drainage to prevent water ponding. Signed and Sealed and the 6) All plates are MT20 plates unless otherwise indicated. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. signature must be Verified 8) ' 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 wide on any electronic Copies. will fit between the bottom chord and any other members. Philip J.O'Regan PE No.58126 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) kliTak USA, Inc. FL Cart 6634 9=2102, 2=775. 6904 Parke East Blvd. Tampa FL 33610 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 5991 lb down and 1715 lb up at Date: 16-6-8. 1187 lb down and 307 lb up at 16-11-4, and 636 lb down and 176 lb up at 18-11-4. and 1047 lb down and 274 lb up at March 9,201820-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. RIPIIa[^-'Pdrl/y3as7yr p3nmsters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/0=015 BEFORE USE. Design valid for use only with MTek® connectors This design is based only upon parameters shown, and is for an Individual bullding component, not • a truss system. Before use, the building designer must verity the applicability of design parameters and property Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek• is always required for stability and to prevent collapse with possible personal Injury and property damage For general guidance regarding the fabrication, storage, delwary. erection and bracing of trusses and truss systems, see ANSUTPII Quality Criteria, DSB49 and SCSI Building Component 6904 Parke East Blvd Safety Information available,trom Truss Plate Institute. 218 N. Lee Street, Suite 312, Mexandria, VA 22314 Tampa, FL 36610 Job Truss Truss Type aty Ply Park SgBarcelona-A or C TRAY T13452392 P2392ACT C4 HIP 1 Job Reference (optional) Mid -Florida Lumber, Bartow, FL. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 14=60, 4-6=60, 6-9=60, 2-9=20 Concentrated Loads (lb) Vert. 11=5991(B) 10=-636(B) 17=1047(B) 22=1187(8) 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Mar 9 10:51:34 2018 Page 2 I D:IGEL2vgrkv4uEJUYC2jFzkFng-bhFdR9?fYCV9tmKpKRu5zAwOyM5g9vrwkV WPRGzcgbd WARNING • ItrHy doslgn paramefors and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7472 — 10/03/2015 BEFORE USE. Design valid for use only with MITek® connectors This design Is based only upon parameters shown. and is for an Individual building component, not • a truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design Into the overall bustling design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek' is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication, storage. del Very, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Oty Ply Park Sq/Barcelona-A or C_TRAY T73452393 P2392ACT C5 HIP 1 1 ob etere ce o do al Mid -Florida Lumber, Bartow. FL 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Mar 9 10.51:35 2018 Page 1 I D:IGEL2vgrkv4uEJUYC2jFzkFng-3tp?fVOHJVdsvwu2tBPK WOThbmSOu W63y9gyzlzcgbc 1-0-0 6-0-0 11-0-0 16-0-0 22-0-0 23-M 1-0-0 6-0-0 5-D-0 5-0-0 6-0-0 1-0-0 Scale = 1.39.1 4x8 = 19 20 4x8 = 1x4 II 3x4 3x8 = 1x4 II 3x4 = 3x4 = t 6-0-0 I 1c -0-0 16-0-0 22-0-0 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 200 Plate Grip DOL 1.25 TC 0.48 TCDL 10.0 Lumber DOL 1.25 BC 0.53 BCLL 00 Rep Stress Incr YES WB 0.17 BCDL 10.0 Code FBC2017lrP12014 Matrix -MS LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No 2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=940/0-3-8, 6=940/0-3-8 Max Horz 2=67(LC 11) Max Uplift 2=252(LC 12), 6=252(1_C 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1527/526, 3-4=1616/614, 4-5=1616/614, 5-6=1527/529 BOT CHORD 2-11=368/1301, 9-11=367/1308, 8-9=378/1308, 6-8=378/1301 WEBS 3-9=1401455, 4-9=327/169, 5-9=1411455 DEFL. in (loc) I/deft L/d PLATES GRIP Vert( LL) -0.06 9 >999 240 MT20 244/190 Vert( CT) -0.13 11-14 >999 180 Horz( CT) 0.04 6 n/a n/a Weight' 99 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-0-14 oc purllns BOT CHORD Rigid ceiling directly applied or 9-1-3 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10. Vuft=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf, BCDL=3 Opsf, h=25ft, B=45ft; L=24ft; eave=oft, Cat. II; Exp B; Encl.. GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 6-0-0, Exterior(2) 6-0-0 to 20- 2-15, Intenor(1) 20-2-15 to 23-0-0 zone,C-C for members and forces S MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads. 5) - 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 wide will id between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jl=lb) 2= 252, 6=252. . This item has been electronically signed and sealed by ORegan, Philip, 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. Philip J.O'Regan PE No.58126 MITek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 9,2018 Q WARNING - Verily design paramafars and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7477 rev. 10/03/2015 BEFORE USE. Design valid for use only with Mrrek® connectors This design is based only upon parameters shown, and is for an individual building component, not • a truss system. Before use, the building designer must verify the applicability of design parameters and property mwrporste this design into the overall A buildingdesignBracingindicatedistopreventbucklingofindividualtrussweband/or chord members only. Additional temporary and permanent bracing ' V I iTek- is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication, storage, delivery. erection and bracing of trusses and truss systems, see ANSVTPI7 Quality Criteria, DSB49 and BCSI Building Component 69114 Parke East Blvd Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandra, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Park SgBarcelona-A or C TRAY T13452394 P2392ACT C6 HIP 1 1 Job Referenceo a Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries. Inc. Fri Mar 9 10:51:36 2018 Page 1 ID:IGEL2vgrkv4uEJUYC21FzkFng-X3NOsrOv4plj74TBRswZ2b?rLlyTdt5CBpP W9zcgbb 5.0-0 9-0-9 12-11-7 17-0-0 I 22-0-0 _ _ _, 23 1-0-0 5-0-0 Z0 9 3-10.13 4-0-9 5.0-0 Scale = 1 39 1 4x4 = 4x8 = 3x4 = 4x8 = r 3 4 18 19 5 20 6 2x4 II 4x8 = 6x6 3x5 = 2x4 II 5-0-0 9-0-9 12-11-7 17-M 22-0-0 5-0-0 4-0-9 3-10.13 4-0-9 5-0-0 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.54 TCDL 10.0 Lumber DOL 1.25 BC 0.86 BCLL 0.0 Rep Stress Incr NO WB 0.57 BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x6 SP No.2'Except- 7-11 , 2x6 SP No.1 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1371/0-3-8, 7=1569/0.3-8 Max Horz 2=58(LC 7) Max Uplift 2=398(LC 8), 7=476(LC 8) 3x6 = DEFL. in (loc) I/deft Ud PLATES GRIP Vert(LL) -0.16 10-12 >999 240 MT20 244/190 Vert(CT) -0.31 10-12 >848 180 Horz(CT) 0.06 7 n/a n/a Weight: 121 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-8-1 oc purllns. BOT CHORD Rigid ceiling directly applied or 7-2-0 oc bracing. FORCES. (lb) - Max. Comp./Max Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=2590/712, 3-4=3500/1049, 4-5=-3500/1049, 5-6=3785/1136, 6-7=3051/891 BOT CHORD 2-13=575/2266, 12-13-573/2274, 10-12=1051/3785, 9-10=720/2702, 7-9=714/2677 WEBS 3-12=478/1507, 5-12=371/224, 6-10=397/1339, 6-9=101/428 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuh=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=24ft; eave=oft, Cal. II; Exp B; Encl., GCpi=O 18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' 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 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to beanng plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=398,7=476. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 51 lb down and 77 lb up at 13-0-12, and 51 lb down and 77 lb up at 14-3-4 on top chord, and 577 lb down and 197 lb up at 11-0-12, 36 Ib down at 13-0-12, and 36 lb down at 14-3-4, and 329 lb down and 145 lb up at 16.3-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=60, 3.6=-60, 6-8=60, 2-7=-20 Concentrated Loads (lb) Vert: 5=51(F) 10=26(F) 20=51(F) 21=577(F) 22=26(F) 23=329(F) d N This item has been electronically signed and sealed by ORegan, Philip, 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. Philip J. O'Regan PE No.58126 MiTek USA, Inc. FL Cert 6634 69U Parke East Blvd. Tempe FL 33610 Date: March 9,2018 Q WARNING - Verify dos/gn parsmafors and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and is for an individual building component, not • a truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design Into the overall bustling design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary end permanent bracing MiTek• Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTP11 Quality Criteria, DSBa9 and SCSI Building Component 6904 Parke Fast Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandre, VA 22314. Tampa, FL 36610 Job Truss Truss Type City Ply Park SgBarcelone-A or C TRAY T13452395 P2392ACT C7 HIP 1 1 Job Reference (optional) Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Fn Mar 9 10:51.37 2018 Page 1 ID:IUEj_2vgrkv4uEJUYC2jFzkFng-7Gxm4B I Xr7takE2 N7ZRobpY 1 EZ64 MON MOT932bzcgba 4-94 9-0-0 13-0-0 16-5-0 1-0-0 4-94 4-2-12 443-0 3-5-0 4x4 = 4x8 = 14 7 4x4 = 3x8 = 3x4 = 1.5x4 I LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 047 TCDL 10.0 Lumber DOL 1.25 BC 0.65 BCLL 00 Rep Stress Incr YES WB 0.19 BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS DEFL. in (loc) I/defl L/d Vert(LL) -0.14 9-12 >999 240 Vert(CT) -0.29 9-12 >676 180 Holz(CT) 0.02 7 n/a n/a LUMBER- BRACING. TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 2=713/0-3-8, 7=649/Mechanical Max Horz 2=121(LC 12) Max Uplift 2=190(LC 12), 7=162(LC 12) FORCES. ' (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1052/424, 3-4=740/305, 4-5=602/317, 5-6=-479/227, 6-7=609/292 BOT CHORD ' 2-9=440/922, 8-9=153/382 WEBS 3-9=-363/232, 5-9=125/362, 5-8=288/143, 6-8=197/496 Scale = 1.31.3 PLATES GRIP MT20 244/190 Weight 91 lb FT = 20% Structural wood sheathing directly applied or 5-3-13 oc puriins, except end verticals. Rigid ceiling directly applied or 8-10-8 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft, Cat. II; Exp B. Encl.,.GCpi=0.18: MWFRS (directional) and C-C Extenor(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 9-0-0, Extenor(2) 9-0-0 to 13-0-0 zone;C-C for members and forces 3 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' 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 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ot=lb) 2=190,7=162 This item has been electronically signed and sealed by ORegan, Philip, 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. Philip J. O'Regan PE No.53126 hliTek USA, Inc. FL Cut 6634 69W Puke East Blvd. Tempe FL 33610 Date: March 9,2018 Q WARNING - Vadry, d—iii. paramarm and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MD-7473 rw. 10/0&7015 BEFORE USE. Design valid for use only with MITek® connectors. This design u based only upon parameters shown, and is for an individual building component, not• a truss system Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall Du:ding design Bracing indicated is to prevent buckling of indmdual truss wet) and/or chord members only. Additional temporary and permanent bracing M iTe k' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication. storage. delivery. erection and bracing of trusses end truss systems, see ANSIRPI1 Duality Criteria, DSB2e and BCSI Building Component 6904 Parke Fast Blvd rnatlon availaSafetyInforble from Truss Plata Institute, 218 N. Lee Street, Suite 312, Alexsndna. VA 22314 Tampa, FL 36610 Job Truss Truss Type Oty Ply Park SgBercelona-A or C TRAY T13452396 P2392ACT C8 COMMON 4 1 Job Reference (optional Mid-Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Mar 9 10:51:37 2018 Page 1 ID ItiEL2vgrkv4uEJUYC2iFzkFng-?GxrrAB1Xr7takE2N?ZRobpY3dZ6jMJoMOT932bzcgba 5-94 11-0-0 i 16-5-0 1-0-0 5-94 5.2-12 5-5-0 5x6 = 3x4 = 6 3x4 = 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.38 TCDL 10.0 Lumber DOL 1.25 BC 0.67 BCLL 0.0 Rep Stress Incr YES WB 0.61 BCDL 100 Code FBC2017(rP12014 Matrix -MS DEFL. in (loc) Udefl L/d Vert(LL) -0.11 6-7 >999 240 Vert(CT) -0.20 6-7 >988 180 Horz(CT) 0.02 6 n/a n/a LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 20 SP No.3 BOT CHORD REACTIONS. (lb/size) 2=713/0-3-8, 6=649/Mechanical Max Horz 2=121(LC 12) Max Uplift 2=190(1_C 12), 6=162(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD ; 2-3=-1019/321,'3-4=797/282 BOT CHORD 2-7=-331/883, 6-7=138/426 WEBS ' • 3-7=-359/209, 4-7=116/540, 4-6=562/180 Scale = 136.4 PLATES GRIP MT20 244/190 Weight: 83 lb FT = 20% Structural wood sheathing directly applied or 5-4-11 oc puffins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind. ASCE 7-10: Vuh=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf; BCDL=3.Opsf; h=25ft, B=45ft; L=24ft; eave=oft, Cal. II, Exp B, Encl., GCpi=0.18, MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 11-0-0. Exterior(2) 11-0-0 to 14-0-0 zone;C-C for members and forces 3 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl with any other live loads. 4) ' 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 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to beanng plate capable of withstanding 100 Ito uplift at joint(s) except O1=lb) 2=190, 6=162. This item has been electronically signed and sealed by ORegan, Philip, 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. Philip J. O'Regan PE No.58126 hliTok USA, Inc. FL Cort 6634 69f14 Parke East Blvd. Tampa FL 33618 Date: March 9,2018 Q WARNING - Vartly design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE MI-7473 rev. 10103/2015 BEFORE USE. - Design valid for use only with MRektD connectors. This design is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use. the building designer must verify the applicability of design parameters and property Incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stablllry and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses end truss systems, see ANSIrTPII Quality Criteria, DSB49 and SCSI Building Component 6904 Parke East Blvd Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria. VA 22314 Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq/Barcelona-A or C TRAY T13452397 P2392ACT CJ JACK 4 1 Job Reference (optional Mid-Flonda Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Mar 9 10:51 38 2018 Page 1 ID ItiEL2vgrkv4uEJUYC2iFzkFng-TSV8HW29cQ?RMOdaZGy1705HfzbA5vZVe7uca2zcgbZ o 12 o-t1 11t 12 0-11-4 Scale = 1.13.8 1.5x4 II 0.77 0.-4 10-11.4 r— d LOADING ( psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.17 Vert(LL) -0.00 5 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.08 Vert(CT) -0.00 5 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.01 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MR Weight: 7 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No 2 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No 3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. ( Ib/size) 5=160/0-4-0, 3=-24/Mechanical, 4=1/Mechanical Max Horz 5=69(LC 12) Max Uplift 5=25(LC 8), 3=24(LC 1). 4=-45(LC 12) Max Grav 5=160(LC 1), 3=10(LC 10), 4=31(LC 10) FORCES. ( lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind ASCE 7-10; Vuh=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft, L=24ft, eave=oft; Cat. II, Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone; end vertical left exposed;C-C for members and forces 3 MWFRS for reactions shown, Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent 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 a-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 3, 4. This item has been electronically signed and sealed by DRegan, Philip, 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. Philip J. O'Regan PE No.58126 htiTak USA, Inc. FL Cart 66U 69U Parke East Blvd. Tampa FL 33610 Date: March 9,2018 Q WARNING- 11e11fy design paremefars and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10M.W015 BEFORE USE. Design valid for use only with MrrekZ, connectors. This design is based only upon parameters shown, and is for an individual bullding component, not • a truss system Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only Additional temporary and permanent bracing MiTek• is ahvays required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage. delwary, erection and bracing of trusses and truss systems, see ANSUTPI7 Quality Criteria, DS849 and BCSI Building component 6904 Parke East Blvd Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Temps, FL 36610 Job Truss Truss Type Oty Ply or C TRAYParkSqfflarcelona-A T13452398 P2392ACT CJ1 JACK 22 1 Job Reference o t' e Mid -Florida Lumber, Banow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Mar 9 10:51.39 2018 Page 1 ID ItiEL2vgrkv4uEJUYC2iFzkFng-xe3WUs3nNk71 YCm6 UGgEdTzNyWgMpftneA6UzcgbY 1-0-0 1.0-0 1-0-0 Scale = 1:7.0 2x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Gnp DOL 1.25 TC 0.07 Vert(LL) 0.00 5 >999 240 MT20 2441190 TCDL 10.0 Lumber DOL 1.25 BC 0.01 Vert(CT) 0.00 5 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 2 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matnx-MP Weight: 5 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=10/Mechanical, 2=130/0-3-8, 4=O/Mechanical Max Horz 2=42(LC 12) Max Uplift 3=3(LC 9), 2=73(LC 12) Max Grav 3=11(LC 17). 2=130(LC 1), 4=12(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10, Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=4519t; L=24ft; eave=oft, Cal. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces 6 MWFRS for reactions shown, Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl 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 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 2. This item has been electronically signed and sealed by ORegan, Philip, 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. Philip J. O'Regan PE No.58126 MiTek USA, Inc. FL Carl 6634 698/ Parke East Blvd. Tempe FL 3361D Date: March 9,2018 Q WARNING - Verify design Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11f11-7473 rev 1OM312015 BEFORE USE Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and is for on milmdual building component, not e truss system. Before use, the building designer must verity the applicability of design parameters and property Incorporate this design into the overall wit building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabncation, storage. delivery, erection and bracing of trusses and truss systems, sea ANSVTPII Quality Crinrla, DSB49 and BCSI Building Component 6904 Parke Fast Blvd. Safety Information available tram Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandna. VA 22314. Tampa, FL 36610 Job Truss Truss Type Oty Ply Park SgBarcelona-A or C TRAY T13452399 P2392ACT CJ3 JACK 13 1 Job Reference (optional) Mid-Flonda Lumber, Bartow, FL. 8.130 s Sep 15 2017 MTek Industries, Inc. Fn Mar 9 10:51:39 2018 Page 1 ID:IbEj_2vgrkv4uEJUYC2jFzkFng-xe3WUs3nNk71 YCm6 UGgEdTcNxVgMpftneA6UzcgbY 1-0-0 3-0-0 1-0-0 3-" Scale. 1 "=l' 2x4 = LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.09 TCDL 10.0 Lumber DOL 1.25 BC 0.08 BCLL 0.0 Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FBC2017(TPI2014 Matrix -MP LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 20 SP No.2 REACTIONS. (lb/size) 3=71/Mechanical, 2=188/0-3-8, 4=36/Mechanical Max Horz 2=74(LC 12) Max Uplift 3=34(LC 12). 2=66(LC 12) Max Grav 3=71(LC 1), 2=188(LC 1), 4=52(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. DEFL. in (loc) Udefl Ud PLATES GRIP Vert(LL) -0.00 4-7 >999 240 MT20 244/190 Vert(CT) -0.01 4-7 >999 180 Horz(CT) -0.00 3 n/a n/a Weight 11 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind. ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft, B=4511, L=24ft, eave=oft; Cat. II, Exp B; Encl., GCpi=0.18, MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0.0. Interior(1) 2-0-0 to 2-11-4 zone;C-C for members and forces 3 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent 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 wide will rd between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 2. This item has been electronically signed and sealed by ORegan, Philip, 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. Philip J. ORegan PE No.56126 MITak USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 9,2018 Q WARNING - Vanity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 ray. 1010312015 BEFORE USE. Design valid for use only with MReke connectors. This design is based only upon parameters shown, and is for an individual building component, not • truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing M iTek- Is always required forstabilityandtopreventcollapsewithpossiblepersonalInjuryandpropertydamage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB49 and BCSI Building Component 6904 Parke East Blvd. Safety Information evallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314 Tampa, FL 36610 Job Truss Truss Type Qty Ply Park SgBarcelona-A or C_TRAY T13452400 P2392ACT CJ3A JACK 1 1 o eee ce(ontionall Mid -Florida Lumber. Barlow, FL. 2x4 = 3-0-0 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Mar 9 10.51-40 2018 Page 1 ID:ItiEj_2vgrkv4uEJUYC2j FzkFng-PrcuiC3Q82G9bhnyg h?VDRAeAnHQZp3o6QNjewzcgbX Scale: Vol, 33t-0.0 i LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.10 Vert(LL) 0.01 3-6 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.10 Vert(CT) -0.01 3-6 >999 180 BCLL 00 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 2 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Weight: 10 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=118/Mechanical, 2=76/Mechanical, 3=42/Mechanical Max Horz 1=49(LC 12) Max Uplift 1=15(LC 12), 2=38(LC 12), 3=3(LC 12) Max Grav 1=118(LC 1), 2=76(LC 1). 3=54(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10. Vuh=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft, B=45ft; L=24ft; eave=oft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(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 psf bottom chord live load nonconcurrent 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 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to beanng plate capable of withstanding 100 lb uplift at joint(s) 1, 2, 3. This item has been electronically signed and sealed by ORegan, Philip, 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. Philip J. ORegan PE No.58126 MiTek USA, Inc. FL Cert 6634 6804 Parke East Blvd. Tempe FL 3361D Date: March 9,2018 Q WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 1010312015 BEFORE USE. Design valid for use only with Mrrekm connectors This design Is based only upon parameters shown, and is for an individual building component, not - a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" Is always required for stablilty, and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabncalmn, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTP11 Quality Criteria, DSBa9 and BCSI Building Component 6904 Parke East BNtl Safety Information available from Truss Plate Institute, 21ll N Lee Street, Suite 312. Mexendna. VA 22314. Tampa, FL 36610 Job Truss Truss Type City Ply Park SgBarcelona-A or C_TRAY T13452401 P2392ACT CJ3T SPECIAL 4 1 Job Reference doe Mid -Florida Lumber. Bartow. FL. B.1w s Sep lb 2ui I MI ieK maustnes, roc. t-n Mar a iu:a1:41 zuio 1-0-0 2-1-12 0:1-12 6.8-8 2x4 = 4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.14 Vert(LL) 0.01 7 999 240 TCDL 10.0 Lumber DOL 1.25 BC 0.20 Vert(CT) 0.01 7 999 180 BCLL 0.0 Rep Stress Incr YES WB 0.02 Horz(CT) 0.01 5 n/a n/a BCDL 10.0 Code FBC2017lrP12014 Matrix -MP LUMBER. TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=189/0-3-8, 5=115/Mechanical Max Horz 2=84(LC 12) Max Uplift 2=64(LC 12), 5=51(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Scale, V=1' PLATES GRIP MT20 244/190 Weight: 13 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf, h=25ft; B=45ft; L=24ft; eave=oft; Cal. It; Exp B; Encl.. GCpi=0.18, MWFRS (directional) and C-C Extenor(2) -1-0-0 to 2-0-0, Intenor(1) 2-0-0 to 3-0-0 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 psf bottom chord live load nonconcurrent 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 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 5. This item has been electronically signed and sealed by DRegan, Philip, 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. Philip J.ORegan PE No.53126 hliTsk USA, Inc. FL Cart 6634 69U Parke East Blvd. Tampa FL 3361D Date: March 9,2018 Q WARNING - Verity design Parameters and READ NOTES ON THIS AND INCLUDED MITEN REFERENCE PAGE MII.7473 raw. 10/0312015 BEFORE USE. Design valid for use only with Mrrek® connectors. This design is based only upon parameters shown. and is for an individual building component, not • truss system. Before use. the building designer must verity the applicability of design parameters and property incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPl1 Quality Criteria, OSB2e and BCSI Building Component 69D4 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria, VA 22314. Tampa, FL 3661D Job Truss Truss Type Oty Ply Park Sq/Barcelona-A or C TRAY T13452402 P2392ACT CJ5 JACK 10 1 Job Reference (optional Mid-Flonda Lumber, Bartow, FL 8.130 s Sep 15 2017 M7ek Industries, Inc. Fri Mar 9 10 51:41 2018 Page 1 ID:IUEj_2vgrkv4uEJUYC2j FzkFng-u 1 AGvY42uLOODrM9EP WktrjNBa41G1yL47GBMzcgbW 5-0-0 1-0-0 5-0-0 2x4 = LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 032 TCDL 10.0 Lumber DOL 1.25 BC 0.26 BCLL 0.0 Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FBC2017/TPI2014 Matnx-MP LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (Ib/size) 3=127/Mechanical, 2=264/0-3-8. 4=64/Mechanical Max Horz 2=108(LC 12) Max Uplift 3=64(1_C 12), 2=73(1_C 12) Max Grav 3=127(LC 1), 2=264(LC 1), 4=91(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown Scale = 1:17.0 DEFL. in (loc) I/defl Ud PLATES GRIP Vert(LL) 0.04 4-7 >999 240 MT20 2441190 Vert(CT) -0.06 4-7 >988 180 Horz(CT) -0.00 3 n/a n/a Weight: 18 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf, BCDL=3.Opsf, h=25ft; B=45ft; L=24ft; eave=oft, Cal. II; Exp B; Encl., GCpi=0.18, MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 4-11-4 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 psf bottom chord live load nonconcurrent 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 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 2. This item has been electronically signed and sealed by ORegan, Philip, 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. Philip J. ORegan PE No.58126 MIT& USA, Inc. FL Cert 6634 69U Perko East Blvd. Tempe FL 33610 Date: March 9,2018 WARNING - Varffy ciaslgn paremetrs and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.747.1 rev. 1010112015 BEFORE USE. Design valid for use only with M7ek® connectors This design is based only upon parameters shown, and Is for an Individual building component. not • a truss system. Before use, the building designer must vertly the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing Indiutad is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses end truss systems, a" ANSVTPII Quality Criteria, OSB49 and SCSI Building Component 69114 Perko East Blvd. Safety information available from Truss Plata Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Oty Ply Park Sci/Barcelona-A or C_TRAY T13452403 P2392ACT CJ5T SPECIAL 4 1 Job Referenceo do a Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industnes, Inc. Fri Mar 9 10:51:42 2018 Page 1 I D:ItiEj_2vgrkv4u EJUYC2jFzkFng-MDkf7u5gtTNARxLo61 zlsFuRawN 1 j75ZksgjpzcgbV 1-0-0 2-1-12 2 5-0-0 1 0 0 2-1-12 0- - 2 2-" 2x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) Udefl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.50 Vert(LL) 0.11 6 540 240 TCDL 10.0 Lumber DOL 1.25 BC 0.19 Vert(CT) 0.14 6 421 180 BCLL 0.0 Rep Stress Incr YES WB 0.04 Horz(CT) 0.07 5 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP N0.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=165/Mechanical, 2=267/0-3-8. 5=29/Mechanical Max Horz 2=108(LC 12) Max Uplift 4=71(LC 12), 2=72(1-C 12) Max Grav 4=165(LC 1), 2=267(LC 1), 5=59(LC 3) FORCES. (lb) - Max. Comp./Max. Ten - All forces 250 (lb) or less except when shown. Scale = 1 17 0 PLATES GRIP MT20 2441190 Weight: 19 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind ASCE 7-10, Vult=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf; BCDL=3.Opsf, h=25ft; B=45ft; L=24ft; eave=oft, Cat. II, Exp B, Encl.. GCpi=0.18, MWFRS (directional) and C-C Exterior(2) -1-D-0 to 2-0-0, Interior(1) 2-0-0 to 4-11-4 zone;C-C for members and forces 6 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent 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 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4, 2. This item has been electronically signed and sealed by ORegan, Philip, 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. Philip J. O'Regen PE No.58126 MiTek USA, Ino. FL Cart 6634 6904 Parke East Blvd. Tampa FL 3361D Date: March 9,2018 WARNING . Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors This design Is based only upon parameters shown, and is for an individual building component, not • a truss system. Before use. the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is ahvays required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication. storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPI1 Quality Criteria, DSB-0e and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandna, VA 22314 Tampa, FL 36610 Job Truss Truss Type Qty Ply Park StyBarcelone-A or C_TRAY T13452404 P2392ACT D1 MONO HIP 2 1 Job Reference (optional) Mid -Florida Lumber, Bartow, FL. 8 130 s Sep 15 2017 MiTek Industries. Inc. Fri Mar 9 10:51:43 2018 Page 1 ID:ItiEj_2vgrkv4uEJUYC2jFzkFng-gQ11KE610zejS9WXLgYCg4o10 Bxmz_EoOcNFFzcgbU 1-0-0 74-14 14-3-4 16.5-0 i 1-0-0 74-14 6-10-6 2-1-12 4x8 = 1.5x4 II Scala =1,43.1 o 1 6 3x4 = 1x4 II 3x4 = 3x4 = i 74-14 14-3-4 I 16-5-0 1 74-14 6-10-6 2-1-12 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.61 Vert(LL) 0.07 8-11 999 240 TCDL 10.0 Lumber DOL 1.25 BC 0.56 Vert(CT) 0.17 8-11 999 180 BCLL 0.0 Rep Stress Incr YES WB 0.88 Horz(CT) 0.02 6 n/a n/a BCDL 10.0 Code FBC2017(TPI2014 Matrix -MS LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No 3 BOT CHORD REACTIONS. (lb/size) 6=649/Mechanical, 2=713/0-3-8 Max Horz 2=264(LC 12) Max Uplift 6=207(LC 12), 2=146(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-970/159, 3-4=295/22 BOT CHORD 2-8=354/817, 7-8=354/817 WEBS 3-8=0/323, 3-7=737/309, 4-7=98/477, 4-6=654/311 PLATES GRIP MT20 244/190 Weight: 101 lb FT = 20% Structural wood sheathing directly applied or 5-3-11 oc purlins, except end verticals. Rigid ceiling directly applied or 9-7-14 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind ASCE 7-10: Vuft=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf, h=25ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp B; Encl., GCpi=0.18, MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 14-3-4, Extenor(2) 14-3-4 to 16-3-4 zone,C-C for members and forces 3 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' 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 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical Connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 6=207, 2=146. This item has been electronically signed and sealed by ORegan, Philip, 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. Philip J. O'Regan PE No.58126 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd Tampa FL 33610 Data: March 9,2018 Q WARNING - Verily design param t and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 0I.7473 rw. 1010312015 BEFORE USE. ' Design valid for use only with Mrrek® connectors. This design is based only upon parameters shown. and is for an individual bulldurg component. not truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall bullding design Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication, storage. delivery. erection end bracing of trusses end truss systems, see ANSVTP11 Quality Criteria, DSB4e and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N Lee Street, Suite 312, Alexandna, VA 22314 Tampa, FL 36610 Job Truss Truss Type oy Ply Park Sq/Barcelona-A or C_TRAY T13452405 P2392ACT D1T SPECIAL 1 1 Job Reference(optional) Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc Fn Mar 9 10:51:43 2018 Page 1 I D:IUEj_2vgrkv4uEJUYC2jFzkFng-g011 KE6lozejS9WXLgYCg4oxL_6Fm7fEoOcNFFzcgbU 2-3-8 8-4-0 14-4-8 16-5-0 2-T 6-0-0 ~ 6-0-8 2-0-8 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 1.00 TCDL 10.0 Lumber DOL 1.25 BC 086 BCLL 0.0 Rep Stress Incr YES WB 0.20 BCDL 10.0 Code FBC2017/TP12014 Matnx-MS LUMBER - TOP CHORD 2x6 SP No.1 'Except' 3-5 2x6 SP No.2 BOT CHORD 2x4 SP No.2 *Except* 7-8,9-10 2x4 SP No.3, 2-4. 2x6 SP No.2 WEBS 2x4 SP No 3 REACTIONS. (lb/size) 1=667/D-3-8, 5=654/Mechanical Max Horz 1=78(LC 11) Max Uplift 1=148(LC 12), 5=151(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD ' 1-2=-292/113, 2-3=1227/407, 34=1227/407, 4-5=285/117 BOT CHORD 2-6=-255/1097, 4-6=255/1097 WEBS 3-6=1141529 Scale = 1.29.5 5x5 = DEFL. in (loc) I/defl Ud PLATES GRIP Vert(LL) -0.18 6-13 >999 240 MT20 244/190 Vert(CT) -0.36 6-13 >536 180 Horz(CT) 0.27 5 n/a n/a Weight: 83 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10: Vuft=140mph (3-second gust) Vasd=108mph; TCDL=4 2psf; BCDL=3.Opsf; h=25ft; 13=45111; L=24111; eave=oft, Cat. II; Exp B; Encl., GCpi=0.18, MWFRS (directional) and C-C Exterior(2) 0-1-12 to 3-3-0, Interior(1) 3-3-0 to 8-4-0, Exterior(2) B-4-0 to 11-" zone,C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • 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 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Bearing at joint(s) 1 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 1=148,5=151. This item has been electronically signed and sealed by ORegan, Philip, 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. Philip J. O'Regen PE No.58126 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 9,2018 0 WARNING • Varfly design p---I ns and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev 10/03/2015 BEFORE USE. Design valid for use only with Mrrakl> connectors. This design Is based only upon parameters shown, and is for an individual building component, not • a truss system. Before use. the building designer must verity the applicability of design parameters and property Incorporate this design Into the overall building design Bracing indicated is to prevam buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required lorstablllty, and to prevent Collapse with possible personal injury and property damage For general guidance regarding the fabrication, storage; delivery, erection and bracing of trusses and truss systems, see ANSVTPII Duality Criteria, DSB49 and BCSI Building Component 69W Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Tampa, FL 36610 Job Truss Truss Type oty Ply Park SgBarcelona-A or C TRAY T13452406 P2392ACT D2 MONO HIP 2 1 Job Reference loptionall Mid-Flonda Lumber, - Bartow. FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Mar 9 10:51:44 2018 Page 1 I D:Iti Ej_2vg rkv4u EJUYC 2j Fz k F ng-I csPYa7wBG ma4 J4 kvX 3RN H L E?OZ2 V UY012 LxnhzcgbT 1-0-0 6-4-14 12-3-4 1 16-5-0 1.0-0 6-0-14 5-10-6 4-1-12 4x8 = 14 1.5x4 11 Scale = 138.5 6 3x4 = 1x4 11 3x4 = 3x4 = 6.4-14 12-3-4 16-5-0 6-0-14 5-10.6 4-1-12 Plate Offsets (X Y)— 1470-5-4 0-2-01 LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 10.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2017rrP12014 CSI. DEFL. in loc) I/deft L/d TC 0.43 Vert(LL) 0.04 8-11 999 240 BC 0.44 Vert(CT) 0.11 8-11 999 180 WB 0.61 Horz(CT) 0.02 6 n/a n/a Matrix -MS LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 2=71310-3-8, 6=649/Mechanical Max Horz 2=231(LC 12) Max Uplift 2=159(LC 12), 6=193(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1023/231, 3-4=-455/109 BOT CHORD 2-8=-393/872, 7-8=393/872, 6-7=156/335 WEBS 3- 8=0/273, 3-7=620/271, 4-7=92/428, 4-6=608/284 PLATES GRIP MT20 244/ 190 Weight: 95 lb FT = 20% Structural wood sheathing directly applied or 5-5.5 oc puffins, except end verticals. Rigid ceiling directly applied or 9-3-6 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuft=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft, L=24ft; eave=oft: Cat. II, Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Intenor(1) 2-0-0 to 12-3-4, Exterior(2) 12-3-4 to 16-3- 4 zone;C-C for members and forces S MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding 4) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads 5) ' 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 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=159, 6=193. ' This item has been electronically signed and sealed by ORegan, Philip, 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. Philip J. O'Regen PE No.58126 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tempe FL 33610 Date: March 9, 2018 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 10/03/2015 BEFORE USE. Design valid for use ony with MTekm connectors This design is based only upon parameters shown, and is for an individual building component, not • a truss system. Before use. the building designer must vent' the applicability of design parameters and property incorporate this design Into the overall bulldmg design Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent Collapse with posslble personal injury and property damage. For general guidance regarding the fabrication. storage, delivery, erection and bracing of trusses and truss systems, an ANSVTP11 Quality Criteria, DSB-89 and BCSI Building Component 69D4 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandra. VA 22314. Tampa. FL 36610 Job Truss Truss Type city Ply Park Sq/Barcelona-A or C_TRAY T13452407 P2392ACT D2T SPECIAL 2 1 Job Reference(optional) Mid-Flonda Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Mar 9 10:51:45 2018 Page 1 ID:IUEL2vgrkv4uEJUYC21FzkFng-moQnhv7YyauRiTfwTFagwvtl3ooZE 16XFi5UK8zcgbS 8.4-0 14-0-8 2-31 6-0-8 6-0.8 23E pt Scale = 1.30.6 5x5 = 2x4 i 2-3A 8-0-0 ) 14-4 16-8-0 2.3-8 23M LOADING (psi) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.86 TCDL 10.0 Lumber DOL 1.25 BC 0.87 BCLL 0.0 Rep Stress Incr YES WB 0.20 BCDL 10.0 Code FBC2017rrPI2014 Matrix -MS LUMBER - TOP CHORD 2x6 SP No 1 BOT CHORD 2x4 SP No.2 'Except' 7-8,9-10. 2x4 SP No.3, 2-4, 2x6 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 1=676/0-3-8, 5=663/0-3-8 Max Harz 1=78(1_C 10) Max Uplift 1=150(LC 12), 5=153(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-297/118, 2-3=1264/415, 3-4=1265/414, 4-5=288/120 BOT CHORD 2-6=-259/1131, 4-6=259/1131 WEBS 3.6=-115/538 DEFL. in (loc) I/dell Ud PLATES GRIP Vert(LL) -0.18 6-16 >999 240 MT20 244/190 Vert(CT) -0.38 6-13 >523 180 Horz(CT) 0.30 5 n/a n/a Weight 84 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10. Vuh=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf: BCDL=3.Opsf, h=25ft; B=45ft, L=24ft• eave=oft; Cat. 11; Exp B; End., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-1-12 to 3-3-0. Interior(1) 3-3-0 to 8-4-0, Exterior(2) B-4-0 to 11-" zone,C-C for members and forces 3 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 4) ' 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 wide will fit between the bottom chord and any other members. 5) Bearing at joint(s) 1, 5 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except 01=lb) 1=150, 5=153. This Item has been electronically signed and sealed by ORegan, Philip, 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. Philip J.O'Regan PE No.58126 h11Tsk USA, Inc.. FL Cort 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 9,2018 Q WARNING - Varffy doslgn panmaters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11067473 rev. 10/03/20/5 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown• and is for an individual building component. not • a truss system. Before use. the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DS849 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N Lee Street, Suite 312. Ale"ridna. VA 22314 Tampa. FL 36610 Job Truss Truss Type City Ply Park Sq/Barcelona-A or C_TRAY T13452408 P2392ACT D3 MONO HIP 2 1 Job Reference (optional) Mid -Florida Lumber, Barlow, FL. 8A30 s Sep 15 2017 MiTek Industries, Inc. Fri Mar 9 10:51:46 2018 Page 1 ID IOEL2vgrkv4uEJUYC2jFzkFng-E_9yF8Ayu01JcE6ly6vSiOZpCGUzM2hUMglsazcgbR 1-D-0 5-4-14 4- 10-3-0 16.5-0 1- 01 5- 4- 14 1D-6 — 6.1-12 3 4x8 = 14 15 16 2x4 11 6 3x4 = tx4 II 3x4 = 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. TCLL 200 Plate Grip DOL 1.25 TC 0.48 TCDL 100 Lumber DOL 1.25 BC 0.37 BCLL 0. 0 Rep Stress Incr YES WB 0.74 BCDL 10. 0 Code FBC2017/TPI2014 Matrix -MS DEFL. in ( loc) I/deft Ud PLATES GRIP Vert(LL) - 0.04 6-7 >999 240 MT20 244/190 Vert(CT) - 0.08 6-7 >999 180 Horz(CT) 0.02 6 n/a n/a LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/ size) 2=713/0-3-8.6=649/Mechanical Max Horz 2=198(LC 12) Max Uplift 2=171(LC 12), 6=192(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=1069/296, 34=622/192 BOT CHORD 2-8=-424/919, 7-8=-424/919, 6-7=2241503 WEBS 3. 7=-484/231, 4-7=71/409, 4-6=-640/286 Scale = 1 33.2 Weight: 90 lb FT = 20% Structural wood sheathing directly applied or 5-5-2 oc purlins, except end verticals. Rigid ceiling directly applied or 9-0-2 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10, Vult=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=24ft; eave=oft; Cat. If: Exp B, Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 10-3-4, Exterior(2) 10-34 to 14-6- 3 zone;C-C for members and forces & MWFRS for reactions shown, Lumber DOL=1.60 plate grip DOL=1 60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' 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 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=171, 6=192. This item has been electronically signed and sealed by ORegan, Philip, 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. Philip J. ORegan PE No.58126 A11Tak USA, Inc. FL Cart 6634 6904 Parke East Blvd Tempe FL 33610 Date: March 9, 2018 WARNING - Vanity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 1NO3R015 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is baud only upon parameters shown, and is for an individual building component, not• a trust system Before use, the building designer must verity the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web andlor chord members only Additional temporary and permanent bracing MiTek' is alwaysrequiredforstabilityendtopreventcollapsewithpossiblepersonalinjuryandpropertydamage. For general guidance regarding the fabncal Ion. storage, delivery, erection and bracing of trusses and truss systems, am ANSVTPII Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd Safety Information avellabie from Truss Plate Institute, 218 N. Lae Street, Suite 312, Nexandna, VA 22314. Tampa, FL 36610 Job Truss Truss Type City Ply Park Sq/Barcelona-A or C_TRAY T13452409 P2392ACT D3T SPECIAL 1 1 Job Reference (optional) Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Mar 9 10 51 ,47 2018 Page 1 ID ItiEL2vgrkv4uEJUYC2jFzkFng-iBXYAb9pUB89xmplafd87wzd5bVktvrgj0ab00zcgb0 2-3$ 5-1A 14-4-87-0-0 9.8-0 111r8 16-8-0 2-3-8 2-10-0 1-10-8 2.8-0 1-10.8 2-10-0 2-3-8 5x8 = 21 Scale = 1.28.5 6x6 = 2--3I7gN 14-0 2'It 16A-0 4$8 2 3 Plate Offsets ( X Y)— 12'0.9-4 QO-81 14 0-5-4 0-2-121 f7'0-9-4 0-0-81 112.0.1-10 0-1-01 113 0-1-10 0-1-01 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20. 0 Plate Grip DOL 1.25 TC 0.95 TCDL 10. 0 Lumber DOL 1.25 BC 0.82 BCLL 0. 0 Rep Stress Incr NO WB 0.38 BCDL 10. 0 Code FBC2017/TPI2014 Matrix -MS LUMBER - TOP CHORD 2x6 SP DSS *Except* 4-5, 2x6 SP No 2 BOT CHORD 2x4 SP No.2 *Except* 11-12, 13-14: 2x4 SP No.3, 2-7: 2x6 SP No.t WEBS 2x4 SP No.3 REACTIONS. (lb/ size) 1=1133/0-3-8, 8=1119/0-3-8 Max Horz. 1=66(LC 7) Max Uplift 1=319(1_C 8), 8=323(LC 8) 2x4 11 DEFL. in ( loc) Udef1 L/d PLATES GRIP Vert(LL) - 0.21 10-17 >944 240 MT20 244/190 Vert(CT) - 0.43 10-17 >455 180 Horz(CT) 0.37 8 n/a n/a Weight: 96 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing direly applied or 2-6-7 oc purlins. BOT CHORD Rigid ceiling directly applied or 9-7-3 oc bracing. FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2--499/157, 2-3=3354/1009, 3-4=2784/860, 4-5=2508n%, 5-6=2799/866, 6-7=- 3344/1014, 7-8=-492/159 BOT CHORD 2-10=906/3251, 9-10=675/2488, 7-9=911/3232 WEBS 4- 10=241/1001, 5-9=-245/998, 3-10=-947/283, 6-9=903/282 NOTES- 1) Unbalanced roof live loads have.been considered for this design. 2) Wind: ASCE 7-10; Vuh=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp B, Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1 60 3) Provide adequate -drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' 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 wide will fit between the bottom chord and any other members. 6) Bearing at joint(s) 1, 8 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 1=319, 8=323. 8) Hanger( s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 149 lb down and 171 lb up at 7-0- 0, and 96 lb down and 102 lb up at 8-4-0, and 149 lb down and 171 lb up at 9-8-0 on top chord, and 291 lb down and 108 lb up at 7- 0-0, and 59 lb down at 8-4-0, and 291 lb down and 108 lb up at 9-7-4 on bottom chord. The design/selection of such connection device( s) is the responsibility of others 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE( S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads ( plf) Vert: 1- 16=-82, 4-16=60, 4-5=-60, 5-7-60, 7-8=82, 15-18=20 This item has been electronically signed and sealed by ORegan, Philip, 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. Philip J. O'Regan PE No.58126 MT9k USA, Inc. FL Cart 6634 691U Parke Eat Blvd. Tempe FL 3361D Date: March 9, 2018 C,&WJfflAR19- RAA$ 3aal1n paramarwe and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 nev. 10/03/2015 BEFORE USE - Design valid for use only with Mrrek® connectors. This design Is based only upon parameters shown, and is for an individual building component, not • truss system. Before use, the bullding designer must verity the applicability of design parameters and property Incorporate this design into the overall building design. Braang Indicated is to prevent buckling of individual true web andlor chord members only Additional temporary and permanent bracing M iTek' is always required for stability and to prevent collapse with possible personal injury end property damage. For general guidance regarding the fabncation. storage, delivery. erection and braang of trusses and truss systems, sea ANSITTP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Infonnatlon available from Truss Plate Institute. 218 N. Lea Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Oty Ply Park Sq/Barcelona-A or C TRAY T13452409 P2392ACT D3T SPECIAL 1 1 b Reference (optional) Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Mar 9 10:51 ,47 2018 Page 2 I D:Iti EL2vq rkv4u EJU YC 2j FzkF ng-iBX YAb9p U B 891mtp I afd8?wzd5bVkivrgjOabOOzcgbO LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 4=102(F) 5=102(1`) 10=291(1`) 9=291(F) 21=96(F) 22=29(F) WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7477 rov. IOM312015 BEFORE USE. Design valid for use only with Mrrekm connectors. This design is based only upon parameters shown, and is for on Individual building component, not • a truss system. Before use, the building designer must verily the applicability of design parameters and property incorporate this design into the overall YYi building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication, storage, delivery. erection and bracing of trusses and truss systems, see ANSVTPl1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety ; on, available from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Oty Ply Park Sq/Barcelone-A or C TRAY T13452410 P2392ACT D4 MONO HIP 1 1 Job Referenceo do e Mid -Florida Lumber, Barlow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Fn Mar 9 10:51:47 2018 Page 1 ID:ItiEL2vgrkv4uEJUYC2jFzkFng-iBXYAb9pU B89xmplafd89wzmzbX9iu9gjOab00zcgbO 1-0-0 4-0-14 + 8-3-4 j 12-4-2 1 16-5-0 1-0-0 4-4-14 3-10-6 4-0-14 4-0.14 Scale = 1.29.2 4x4 = 3x4 = 13 5 14 1.5x4 II 3x4 = 3x8 = 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.32 TCDL 10.0 Lumber DOL 1.25 BC 0.67 BCLL 0.0 Rep Stress Inc' YES WB 0.43 BCDL 10.0 Code FBC2017frP12014 Matrix -MS DEFL. in (loc) 1/deft Ud PLATES GRIP Vert(LL) -0.09 7-8 >999 240 MT20 244/190 Vert(CT) -0.18 7-8 >999 180 Horz(CT) 0.02 7 n/a n/a LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 2=713/0-3-8, 7=649/Mechanical Max Horz 2=164(LC 12) Max Uplift 2=181(LC 12), 7=208(1_C 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1081/367, 3-4=802/256, 4-5=665/269 BOT CHORD 2-8=460/948, 7-8=204/468 WEBS 3-8=-324/215, 5-8=95/316, 5.7=-663/297 Weight: 86 lb FT = 20% Structural wood sheathing directly applied or 5-4-11 oc purlins, except end verticals. Rigid ceiling directly applied or 8-8-2 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vull=140mph (3-second gust) Vesd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=24ft, eave=oft; Cat. It, Exp B; Encl., GCpi=O 18, MWFRS (directional) and C-C Extenor(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 8-3-4, Exterior(2) 8-3-4 to 12-4-2 zone;C-C for members and forces 6 MWFRS for reactions shown, Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except 01=1b) 2=181. 7=208: This item has been electronically signed and sealed by ORegan, Philip, 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. Philip J. O'Regan PE No.58126 ktiTsk USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 9,2018 Q WARNING - Verity design parameters, and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mr1-7473 rev. IW312015 BEFORE USE. Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system Before use. the building designer must verity the applicability of design parameters and property incorporate this design into the overall Dot Dullding design. Bracing Indicated is to prevent buckling of indMdual truss web and/or chord members only Additional temporary and permanent bracing M iTek' is always required for Nobility and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabncation, storage, delivery, erection and bracing of trusses and truss systems, sea ANSVTPI1 Quality Criteria, DSB-0e and BCSI Building Component 6804 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lae Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Oty Ply Park Sq/Barcelona-A or C TRAY T13452411 P2392ACT D5 COMMON 3 1 0(optional) Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Mar 9 10:51:48 2018 Page 1 ID IliEj_2vgrkv4uEJUYC2jFzkFng-AN5wNxARFVGOZwOV8N8NX7Vxd7tORPAygJBxSzcgbP 1-0-0 4-5-4 B-4-0 12-2-12 16.5-0 1-0-0 4-5-4 3-10-12 l 3-10-12 4-2-4 4x4 = 3x8 = 3x4 = Scale = 1 ' 30.2 3x4 = Id LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft Ud PLATES GRIP TCLL 200 Plate Grip DOL 1.25 TIC 0.33 Vert(LL) -0.08 7-13 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.63 Vert(CT) -0.17 7-13 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.18 Horz(CT) 0.02 6 n/a n/a BCDL 10.0 Code FBC2017rrP12014 Matnx-MS Weight 72 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-4-3 oc pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 6=655/Mechanical, 2=718/0-3-8 Max Horz 2=88(LC 11) Max Uplift 6=155(LC 12), 2=200(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1091/381, 3-4=817/289, 4-5=814/301, 5-6=-1077/387 BOT CHORD 2-7=299/956, 6-7=286/924 WEBS 4-7=-126/482, 5-7=297/181, 3-7=328/191 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind. ASCE 7-10; VuIt=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf, h=25ft; B=45ft, L=24ft; eave=4ft; Cat. II; Exp B; Encl.. GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0. Inlenor(1) 2-0-0 to 8-4-0, Exterior(2) 8-4-0 to 11-4-0 zone;C-C for members and forces S MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' 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 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 6=155, 2=200. This item has been electronically signed and sealed by ORegan, Philip, 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. Philip J. O'Regan PE No.58126 MiTsk USA, Inc. FL Cert6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 9.2018 QWARNING - Verily design paramafsra and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,111.7473 rsv. 10/03/2015 BEFORE USE. Design valtd for use ontywith MiTek® connectors. This design is based ontyupon parameters shown, end is for an individual building component, not • a truss system. Before use, the building designer must verity the applicability of design parameters and property Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is alwaysrequiredforstabilityandtopreventcoaapsewithpossiblepersonalinjuryandpropertydamage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and IMES systems, see ANSVTPII Quality Criteria, DSBaa and BCSI Building Component 6904 Parke Fast Blvd. Safety Information available from Truss Plate Institute, 21111 N. Lee Street, Suite 312. Nexandna, VA 22314. Tamps, FL 36610 Job Truss Truss Type oty Ply Park SgBarcelona-A or C TRAY T13452412 P2392ACT E1 HIP 1 1 Job Reference (optional Mid-Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Mar 9 10 51:49 2018 Page 1 I D:Iti Ej_2vq rkv4u EJ UYC 2j Fz k F n g-fZfl bHA30p OtA4zh i4fc4 L26z PG NAt07AK3hTvzcg bO 1-0-0 5-0-0 EO-0 11-M 1.0-0 5-M 1-0-0 5-0-0 4x4 = 3x4 = 4x4 = Scale = 1.20.3 3x4 = i 5-0-0 5-0-0 60-0 1-0-0 11-D-0 9-0.0 LOADING (psf) SPACING- 2-0-D CSI. DEFL. in loc) I/deft L/d PLATES GRIP TCLL 20 0 Plate Gnp DOL 1.25 TC 0.35 Vert(LL) -0.04 6-10 >999 24D MT20 244/190 TCDL 100 Lumber DOL 1.25 BC 043 Vert(CT) -0.07 6-10 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.08 Horz(CT) 0.01 5 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matnx-MS Weight, 43 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-3-15 oc purlins BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 5=624/Mechanical, 2=690/0-3-8 Max Horz 2=57(LC 7) Max Uplift 5=160(LC 8), 2=207(1_C 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=1037/276, 3-4=883/275, 4-5=1024/275 BOT CHORD 2-7=191/874, 6-7=190/883, 5-6=192/875 NOTES- 1) Unbalanced roof live loads have been considered for this design 2) Wind: ASCE 7-10, Vult=140mph (3-second gust) Vasd=108mph; TCDL=4 2psf BCDL=3.Opsf, h=25ft; B=45ft; L=24ft; eave=oft; Cat 11; Exp B; Encl., GCpi=0.18, MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' 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 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 5=160, 2=207. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 170 lb down and 179 lb up at This item has been 5-0-0, and 170 lb down and 179 lb up at 6-0-0 on top chord, and 86 lb down at 5-0-0, and 86 lb down at 5-11-4 on bottom chord. electronically Signed andThedesign/selection of such connection device(s) is the responsibility of others. sealed by ORegan, Philip, PE9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). using a Digital Signature. LOAD CASE(S) Standard Printed copies of this 1) Dead +Roof Live (balanced) Lumber Increase=1.25, Plate Increase=1.25 document are not considered Uniform Loads (plf) signed and sealed and the Vert. 1-3=60, 3-4=60, 4-5=60, 8-11=20 Concentrated Loads (lb) signature must be verified Vert: 3=123(F) 4=123(F) 7=64(F) 6=-64(F) on any electronic copies. Philip J. ORegan PE No.58126 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd Tempe FL 33610 Data: March 9,2018 Q WARNING - Varlfy daslgn panmwisrs and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 nv. 10/03/2015 BEFORE USE. Design vend for use only with MTek® connectors This design is based only upon parameters shown, and is for an individual building component, not - a truss system Before use, the building designer must verity the applicability of design parameters and property incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication. storage, delivery. Lreciton and bracing of trusses and truss systems, see ANSVTP11 Quality Criteria, DSB-0e and BCSI Building Component 6904 Parke East Blvd Safety Information available from Triiss-Plate Institute, 218 N Lee Street. Suite 312, Alexandna. VA 22314. Tampa, FL 36610 Job Truss Truss Type City Ply Park Sq/Barcelona-A or C_TRAY T13452413 P2392ACT F1 ROOF TRUSS 3 1 Job Reference o t'o el Mid -Florida Lumber, Bartow, FL. 0-1-8 H 1-13-0 i 1-11-12 3x3 = 3x3 =3x6 FP = 4x8 = 2 3 4 5 8.130 s Sep 15 2017 Milek Industries, Inc. Fn Mar 9 1U:51'.5Z ZU1tl Page 1 ID:IIiEj_2vgrkv4uEJUYC2jFzkFng-38LRDJ DxJkmS 1 XiGNDCKizgWacAIN6rZll HM4EzcgbL i 2— t 3x4 = 3x4 = 1x3 II 3x3 = 3x3 = 3x3 = 6 7 8 9 10 11 Scale = 1 40.1 4x6 = 12 27 26 25 24 23 22 21 20 19 18 17 16 15 14 13 1x3 II 3x3,= 1x3 II 1x3 II 3x3 = 3x3 II 4x5 = 3x4 = 3x4 = tx3 II 3x3 = 3x3 = 4x5 = 3x3 It 3x6 FP = 7 7.4 7-5-4 11 8.0-0 Plate Offsets (X Yl— 119 0-1-8 Eddel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) War L/d PLATES GRIP TCLL 40.0 Plate Gnp DOL 1.00 TC 0.78 Vert(LL) 0.20 17-18 956 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.95 Vert(CT) 0.28 17-18 704 240 BCLL 0.0 Rep Stress Incr YES WB 059 Horz(CT) 0.04 13 n/a TIM BCDL 5.0 Code FBC2017/TPI2014 Matrix-S LUMBER- BRACING - TOP CHORD 2x4 SP No 2(flat) TOP CHORD BOT CHORD 2x4 SP No.2(flat) 'Except' 16-27 2x4 SP No.1 D(flat) BOT CHORD WEBS 2x4 SP No.3(flat) REACTIONS. (lb/size) 27=287/0-8-0, 13=839/0-3-8, 22=1477/0-8-0 Max Uplift 27=-1(LC 4) Max Grav 27=366(LC 3), 13=853(LC 7), 22=1479(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-27=365/0, 12-13=847/0, 1-2=-273/30, 2-3=-493/174, 3.5=128/461, 5-6=397/0, 6-7=-1721/0, 7-8=2660/0, 8-9=2660/0, 9-10=2613/0, 10-11=-2034/0, 11-12=-842/0 BOT CHORD 25-26=174/493, 24-25=174/493. 23-24=-174/493, 22-23=-845/0, 21-22=845/0, 20-21=0/1212, 19-20=0/2245, 18-19=0/2660, 17-18=0/2660. 15-17=0/2466, 14-15=0/1584 WEBS 1-26=40/370, 2-26=300/197, 5-23=0/557, 3-23=-699/0, 12-14=0/1121, 5-21=0/1237, 11-14=1032/0, 6-21=1144/0, 11-15=0/626, 6-20=0/749, 10 15=600/0, 7-20=-782/0, 10-17=0/288, 7-19=01742, 9-17=289/171, 8-19=303/0, 5-22=-1432/0 17 Weight' 123 lb FT = 20%F, 11 %E Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals Rigid ceiling directly applied or 2-2-0 oc bracing. NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Provide mechanical connection (by others) of truss to beanng plate capable of withstanding 100 lb uplift at joint(s) 27. 3) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4) CAUTION, Do not erect truss backwards. This item has been electronically signed and sealed by ORegan, Philip, 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. Philip J. ORegan PE No.58126 hliTek USA, Inc. FL Cod 6634 69D4 Parke East Blvd. Tempe FL 33610 Date: March 9,2018 Q WARNING • Verify design Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with Mrrek® connectors. This design Is based only upon parameters shown, and is for an individual building component, not - a truss system. Before use. the building designer must verity the applicability of design parameters and property incorporate this design into the overall YY building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DS549 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandna. VA 22314. Tampa, FL 36610 Job Truss Truss Type Oty Ply Park Sq/Barcelona-A or C TRAY T13452414 P2392ACT F2 ROOFTRUSS 5 1 Job Reference lootionall Mid -Florida Lumber, Bartow, FL. 0-1-8 H j1-34 i 7-11-12 1. 3 II 3x3 = 3x3 = 3x6 MT20HS FP = 4x6 = 2 3 4 5 6 a. 13u s Jep 1J Lv i r mi i ex inuu5ines, Inc. rri mar v iu.a i:or Lv io rays i ID IUEj_2vgrkv4uEJUYC2jFzkFng-068KGOH47GPk8JaDAmoVP1NQMdwx2NllOa77lRzcgbG 1- 3- Scale = 1.38.8 3x4 = 3x3 = 1x3 II 3x3 = 3x3 = 3x3 = 4x6 = 7 8 9 10 11 12 13 17 1x3 II 3x3 = 1x3 II 3x3 = 3x6 = 4x5 = 3x4 = 3x3 = tx3 II 3x6 MT20HS FP = 4x4 = 3x3 II 3x3 = 3x3 = LOADING ( psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 058 Vert(LL) 0.15 18-19 999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.76 Vert(CT) 0.21 18-19 895 240 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.57 Horz(CT) 0.04 14 n/a n/a BCDL 5.0 Code FBC2017rTP12014 Matrix-S Weight: 121 lb FT = 20%F, 11%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No. 1(flat) -Except- except end verticals. 14- 17: 2x4 SP No.2(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3(flat) REACTIONS. ( lb/size) 27=295/04i-0, 14=799/0-3-8, 23=1427/0-8-0 Max Uplift 27=-l(LC 4) Max Grav 27=375(LC 3). 14=811(LC 7), 23=1436(LC 8) FORCES. ( Ib) - Max Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-27=375/0, 13-14=805/0, 1-2=-283/35, 2-3=511/173, 3-5=511/173, 5-6=0/844, 6- 7=-375/0, 7-8=-1609/0, 8-9=2415/0, 9-10=-2415/0, 10-11=2390/0, 11-12=1900/0, 12- 13=79410 BOT CHORD 25-26= 173/511, 24-25=173/511, 23-24=-459/222, 22-23=-844/0, 21-22=0/1134, 20-21=0/2087, 19-20=0/2415, 18-19=0/2415, 16-18=0/2286, 15-16=0/1493 WEBS 6-23=103810. 1-26=47/385, 5-23=641/0, 2-26=309/188, 5-24=0/608, 3-24=-292/0, 13-15=0/1057, 6-22=0/1206, 12-15=972/0, 7-22=-1092/0, 12-16=0/565, 7-21=0/697, 11-16=537/0, 8-21=709/0, 8-20=0/611 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) All plates are MT20 plates unless otherwise indicated 3) Provide mechanical connection ( by others) of truss to bearing plate capable of withstanding 1 lb uplift at joint 27. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-1 Od (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) CAUTION, Do not erect truss backwards. This item has been electronically signed and sealed by ORegan, Philip, 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. Philip J. O'Regan PE No.58126 h4Tsk USA, Inc. FL Cort 6634 6904 Parke East Blvd. Tampa FL 3361D Date: March 9,2018 Q WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 — 10/03/2015 BEFORE USE. Design valid for use only with MlTekV connectors. This design is based only upon parameters shown, and is for an individual building component, not • a truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek• is always required forstpbllnyandtopreventcollapsewithpossiblepersonalinjuryandpropertydamage. For general guidance regarding the fabrication, storage. delivery, erection and braong of trusses and truss systems, see ANSVTPII Quality Criteria, DSB49 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N Lee Street, Suite 312. Alexandria. VA 22314 Tampa, FL 35610 Job Truss Truss Type Oty Ply Park SgBarcelona-A or C TRAY T13452415 P2392ACT F3 GABLE 1 1 Job Reference (ontionall Mid-Flonda Lumber, Bartow. FL. 0-48 1 2 43 42 41 3 4 8.13u s Sep 1 b 2u1 I MI I eK industries. Inc. Fn mar 9 lu:ol:oa Lulo rage 1 ID:IUEL2vgrkv4uEJUYC2iFzkFng-uliiUMHivaXblS9QkTJkxEw4i1 RznxWSFEkgHtzcgbF Scale = 1:37.8 3x3 11 US FP = 3x3 I I 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 3x3 II 3x6 FP = 3x3 II 17 11.5-4 12.9.4 0 I6T.10.9 1+0 1+0 1.60 1-2410.12 1+0 1+0 0. 1-0.12 1-0120. 1+0 1+0 1-4-0 1+0 1+0 1+0 48-4 0-5-4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) Udefl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.10 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.01 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr NO WB 0.06 Horz(CT) 0.00 22 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-R Weight 104 lb FT = 20%F, 11%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.2(flat) except end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3(flat) REACTIONS. All bearings 22-10-8. lb) - Max Grav All reactions 250 lb or less at joint(s) 42, 22, 31, 32, 34. 35, 37, 39, 40, 41, 30, 29. 28, 27, 26, 25, 24. 23, 38 except 36=580(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 7-36=576/0 NOTES- 1) All plates are 1x3 MT20 unless otherwise indicated. 2) Gable requires continuous bottom chord bearing. 3) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 4) Gable studs spaced at 1-4-0 oc. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard - 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) This item has been Vert, 22.42=10, 1-21=1100 electronically signed and Concentrated Loads (lb) sealed by ORegan, Philip, PEVert: 7=552 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. Philip J. O'Regan PE No.56126 ktiTsk USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 9,2018 Q WARNING - verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 10/0=015 BEFORE USE. Design valid for use only with Mrrekm connectors. This design is based only upon parameters shown, and is for an individual building component, not • a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design into the overall bNilullding design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and properly damage For general guidance regarding the fabrication, storage, delwery. erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB-09 and BCSI Building Component 6904 Parke East Blvd Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Temps, FL 36610 Job Truss Truss Type City Ply Park Sq/Barcelona-A or C TRAY T13452416 P2392ACT F4 ROOF TRUSS 2 1 Job Referenceol e Mid -Florida Lumber, Bartow, FL. 0-1.8 H1 113-0 4x5 = 1x3 = 1x3 = 1 7 6 25 24 2x4 I I 5x6 = 4x4 = 2 8.13U S Sep to zul r fill I eK mausmes. Inc. rn mar a iu:o I.ov zu to rage I ID ItiEL2vgrkv4uEJUYC2jFzkFng-MVG4hilKftfSNckcHBrzUSSiDRbKWDgbUuUDpKzcgbE 3x5 = 3x5 = 1x3 II 3x3 = 3 4 5 6 Scala = 1,36 5 3x5 = 3x3 = 3x6 MT20HS FP = 4x4 = 5x6 = 7 8 9 10 11 M 23 22 21 20 19 18 17 16 15 14 13 12 4x4 = 3x8 MT 18HS FP = 3x4 = ix3 II 3x3 = 3x4 = 1x3 II 4x4 = 5x6 = 3x3 II tx3 II 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d TCLL 40.0 Plate Grip DOL 1.00 TC 0.88 Vert(LL) -0.45 18 >575 360 TCDL 10.0 Lumber DOL 1.00 BC 0.77 Vert(CT) -0.62 18 >420 240 BCLL 0.0 Rep Stress Incr YES WB 0.77 Horz(CT) 0.09 12 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-S LUMBER- BRACING - TOP CHORD 2x4 SP No. 1D(flat) *Except* TOP CHORD 8-11: 2x4 SP No.2(flal) BOT CHORD 2x4 SP No.1(0at) *Except' BOT CHORD 12-21: 2x4 SP DSS(flat) WEBS 2x4 SP No.3(flat) REACTIONS. (lb/size) 25=118610-8-0, 12=1186/0-3-8 FORCES. (lb) -.Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 7-25=1180/0, 11-12=-1179/0. 1-2=1168/0, 2-3=3056/0, 3-4=-4375/0, 4-5=5228/0, 5-6=-5228/0, 6-7=5104/0, 7-9=-4419/0, 9-10=3092/0, 1D-11=-1221/0 BOT CHORD 23-24=0/2260, 22-23=0/3869, 20-22=0/3869, 19-20=0/4872, 18-19=0/5228, 17-18=0/5228, 16-17=0/4909, 15-16=013891, 14-15=0/3891, 13-14=0/2310 WEBS 11-13=0/1626, 1-24=0/1588, 10-13=1514/0, 2-24=1519/0, 10-14=0/1087, 2-23=0/1108, 9-14=1086/0, 3-23=1104/0. 9-16=01718, 3-20=0/688, 7-16=681/0, 4-20=691/0, 7-17=0/475, 4-19=-47/847, 6-17=-576/232, 5-19=-363/0 PLATES GRIP MT20 244/190 MT20HS 187/143 MT18HS 244/190 Weight: 114 lb FT = 20%F, 11 %E Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Unbalanced floor live loads have been considered for this design 2) All plates are MT20 plates unless otherwise indicated. 3) Recommend 2x6 strong backs, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4) CAUTION, Do not erect truss backwards. This item has been electronically signed and sealed by ORegan, Philip, 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. Philip J. O'Regan PE No.58126 MiTok USA, Inc. FL Cut 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 9,2018 Q WARNING - Verify design peramefora and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,1II.7473 ray. 10/03/2015 BEFORE USE. Design valid for use only with MTek® connectors. This design Is based only upon parameters shown, and is for an individual building component, not • at ss system. Before use, the budding designer must verity the applicability of design parameters and property incorporate this design Into the overall buing design. Bracing indicated is to prevent buckling of individual truss web and/or chord members onty. Additional temporary and permanent bracing MiTek• Is always required for stability end to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication• storage. delivery. erection and bradng of trusses and truss systems, see ANSVTPII Quality Criteria, DSB29 and BCSI Building Component 6904 Parke Fast Blvd Safety Information available from Truss Plate Institute, 218 N. Lee Street, Sure 312, Mexandna. VA 22314. Tampa, FL 36610 Job . • Truss Truss Type Oty Ply Park SgBarcelona-A or C TRAY T13452417 P2392ACT F5 ROOFTRUSS 5 1 Job Referenceot'oa Mid -Florida Lumber, Bartow, FL. f '•3-0 i 4x4 2 1-10-0 6.isu s bep 10 zu1it mi t eK Inoustnes. Inc. rn mar a 1uacuu zD ib rage i ID.ItiEj_2vgrkv4uEJUYC2jFzkFng-ghgSv2JzOBnJ7mJoruMCOf7suryl FhaliYDnMmzcgbD Scale = 1:35.6 3x3 = 3x5 = 1x3 II 3x3 = 3x4 = 1x3 II 1X3 II 3x3 = US MT20HS FP = 4x5 = 1x3 = 3 4 5 6 7 B 9 10 11 12 3.3 11 44 = US NIT 18HS FP = 3x4 = 3x3 = 3x3 = 3x5 = 4x5 = 3x6 = 4x4 = 3x3 = 1t -0 1 4-o-D 6-6-0 12.4-0 1 14-io-o 17-0-0 19ir 21.n-0 1 {-0 2-6-0 !X 5-10-0 2aD 15-0 Plate Offsets (X Yl— 11 •Edge 0-1-81 r18 0-1-8 Edoel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud TCLL 40.0 Plate Grip DOL 1.00 TC 0.89 Vert(LL) -0.42 16-17 >599 360 TCDL 10.0 Lumber DOL 1.00 BC 0.72 Vert(CT) -0.58 16-17 >435 240 BCLL 0.0 Rep Stress Incr YES WB 0.73 Horz(CT) 0.09 13 rite n/a BCDL 5.0 Code FBC2017rTP12014 Matnx-S LUMBER- BRACING - TOP CHORD 2x4 SP No.1(flat) *Except' TOP CHORD 9-12. 2x4 SP No.2(flat) BOT CHORD 2x4 SP No.1(flat) *Except* BOT CHORD 13-20: 2x4 SP DSS(flat) WEBS 2x4 SP No.3(flat) REACTIONS. (lb/size) 23=1153/0-3-8, 13=1153/0-4-0 FORCES. (lb) - Max Comp./Max. Ten. - All forces 250 (lb) or less except when shown TOP CHORD 1-23=114810, 1-2=119110, 2-3=-3015/0, 3-4=-4220/0, 4-5=-4999/0, 5-6=-4999/0, 6-7=-4999/0, 7-8=-4640/0, 8-10=3690/0. 10-11=2177/0 BOT CHORD 21-22=012249, 19-21=0/3748, 18-19=0/4686, 17-18=0/4999, 16-17=0/4938, 15-16=0/4296, 14-15=0/3066, 13-14=0/1257 WEBS 11-13=1671/0, 1-22=0/1538, 11-14=0/1279. 2-22=1472/0, 10.14=1237/0, 2-21=0/1064, 10-15=0/868, 3-21=1020/0, 8-15=843/0, 3-19=0/656, 8-16=0/479, 4-19=-647/0, 7-16=-455/0, 4-18=66/766, 7-17=295/536, 5-18=-351/0, 6-17=25W75 25 7 PLATES GRIP MT20 244/190 MT20HS 187/143 MT18HS 244/190 Weight: 109 lb FT = 20%F, 11 %E Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) All plates are MT20 plates unless otherwise indicated. 3) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0 131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. This item has been electronically signed and sealed by ORegan, Philip, 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. Philip J.O'Regan PE No.58126 MiTsk USA, Inc. FL Cart 6634 6934 Parke East Blvd. Tampa FL 33610 Data: March 9,2018 QWARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI-7473 ray. laV&2015 BEFORE USE. Design valid for use only with Mrrekm connectors This design a based only upon parameters shown, and is for an -individual building component, not truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall 21ng.design Bracing indicated is to prevent buckling of indmdual truss web and/or chord members only Additional temporary and permanent bracing M iTek' is atways required for stability and to prevent collapse with possible personal injury and propery damage. For general guidance regarding the fabrication. storage. delivery, erection and bracing or trusses and truss systems, sea ANSVTPII Quality Criteria, DSB49 and BCSI Building Component 6904 Parke East Blvd Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Mexandna, VA 22314. Tampa, FL 36610 Job Truss Truss Type city Ply Park Sq/Barcelona-A or C TRAY T13452418 P2392ACT 175A GABLE 1 1 Job Reference(ontionall Mid -Florida Lumber, Bartow, FL. 3x3 It 1 2 3 0 r1u s sep 1 D zut I mi i ex mausmes, Inc. l-n mar to iu:ocu i zu to rage i ID:IGEL2vgrkv4uEJUYC2jFzkFng-ItOg60KbBVvAdwu?PctRZtYDIFSI JnuxCzKuCzcgbC Scale = 1.35 6 US MT20HS FP = 3x3 II 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 qLEEY 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 21 20 19 3x3 11 3x6 MT20HS FP = 3x3 I I 10-0.8 10-11-8 3+ 14 e o to ao I 17+0 1 to e zazt+ 1.11O-- e 7o0 00 ae-8 a3-e LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft Ud PLATES GRIP TCLL 40. 0 Plate Grip DOL 1.00 TC 0.08 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 10. 0 Lumber DOL 1.00 BC 0.01 Vert(CT) n/a n/a 999 MT20HS 187/143 BCLL 0. 0 Rep Stress Incr YES WB 0.03 Horz(CT) 0.00 19 n/a n/a BCDL 5. 0 Code FBC2017rTPI2014 Matrix-R Weight: 94 Ill FT = 20%F, 11%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.2(flat) except end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. OTHERS 2x4 SP No.3(flat) REACTIONS. All bearings 21-4-0. lb) - Max Grav All reactions 250 lb or less at joint(s) 36, 19, 27, 20, 21, 22, 23, 24, 25, 26, 35, 34. 33. 32, 30, 29, 28 FORCES. (lb) - Max Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) All plates are MT20 plates unless otherwise indicated. 2) All plates are 1x3 MT20 unless otherwise indicated. 3) Gable requires continuous bottom chord bearing. 4) Truss to be fully sheathed from one face or securely braced against lateral movement i.e. diagonal web). 5) Gable studs spaced at 14-0 oc. 6) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0 131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. This item has been electronically signed and sealed by ORegan, Philip, 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. Philip J. O'Regan PE No.58126 MiTsk USA, Inc. FL Carl 6634 6904 Parke East Blvd. Tempe FL 33610 Date: March 9, 2018 Q WARNING - Verity design pa—ters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE 11,111.7473 rw 10/03/2015 BEFORE USE. Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall Vat building design. Bracing indicated is to -prevent bucking of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek- Is alwaysrequiredforstabilityandtopreventcollapsewithpossiblepersonalInjuryandpropertydamageForgeneralguidanceregardingthefebncation, storage, delivery. erection and bracing of trusses and truss systems, see ANSUTP11 Quality Criteria, DSB49 and BCSI Building Component 69D4 Parke Fast Blvd. Safety information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Mexandna, VA 22314. Tampa, FL 36610 Job Truss Truss Type Oty Ply Park Sq/Barcelona-A or C TRAY T13452419 P2392ACT F6G ROOF TRUSS 1 1 Job Reference(optional) Mid -Florida Lumber, Bartow, FL. 0-1-8 Hi 113- 8.130 s Sep 15 2017 MiTek Industries, Inc. Fn Mar 9 10,52:02 2018 Page 1 ID:ItiEj_2vgrkv4uEJUYC2jFzkFng-m3yDJkKDyo11 E4TBzJOg644GPeaSjYFlAsitOezcgbB i 1-11-12 Scale = 1:32.6 2x6 II 1x3 = 6x6 = 4x6 II 5x6 II 4x6 II 2x6 II 3x6 II 3x6 II 4x6 II 7x6 II 3x6 II 1 2 3 4 5 6 7 23 8 9 10 11 4x6 II 6x6 = 3x6 II 5x6 II 2x6 II 3x6 II 3x6 II 3x6 II 6x7 = 6x6 = 1x3 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud TCLL 40.0 Plate Grip DOL 1.00 TC 0.63 Vert(LL) 0.31 15-16 745 360 TCDL 10.0 Lumber DOL 1.00 BC 0.93 Vert(CT) 0.42 15-16 541 240 BCLL 0.0 Rep Stress Incr NO WB 0.91 Horz(CT) 0.06 12 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-S LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD BOT CHORD 2x4 SP No.l(flat) WEBS 2x4 SP No.3(flat) BOT CHORD REACTIONS. (lb/size) 12=1908/0-3-8, 21=1244/0-8-0 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=2620/0. 3-4=3761/0, 4-5=5278/0, 5-6=6147/0, 6-7=6147/0, 7-8=6398/0, 8-9=-5251 /0. 9-10=3782/0 BOT CHORD 20-21=0/1520, 19-20=0/3761, 18-19=0/4588, 17-18=0/6147, 16-17=0/6147, 1516=0/6521, 14-15=0/6150, 13-14=0/5251, 12-13=0/2334 WEBS 10-12=2972/0, 2-21=1918/0, 10-13=0/1915, 2-20=0/1456, 9-13=-1906/0, 9-14=01711, 3-20=1480/ 0. 3-19=OI706, 8-14=-1165/0, 4-19=1072/0, 8-15=0/396, 4-18=01993. 7-15=382l77, 5-18=1344/ 0, 7-16=837/363, 5-17=62/432 PLATES GRIP MT20 244/190 Weight. 152 lb FT = 20%F, 11 %E Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10- 0-0 oc bracing. NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Bearing at joint(s) 21 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 3) Recommend 2x6 strongbacks, on edge, spaced at 10-06-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4) CAUTION, Do not erect truss backwards. 5) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 357 lb down at 13-5-8, and 357 lb down at 15-5-8, and 357 lb down at 17-5-8 on top chord. The design/selection of such connection device(s) is the responsibility of others. 6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Floor Live (balanced) Lumber Increase=1.00, Plate Increase=1.00 Undone Loads (plf) Vert: 12-21= 10, 1-11=- 100 Concentrated Loads (lb) Vert: 10=357( 1`) 9=357( F) 23=35I(F) This item has been electronically signed and sealed by ORegan, Philip, 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. Philip J. O'Regan PE No. 58126 MiTek USA, Inc. FL Cart 6634 69D4 Parke East Blvd. Tempe FL 33610 Date: March 9,2018 AWARNING - Vany design panamaters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 ray. 101017015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component. not • a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design Into the overall .YY building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability andtopreventcollapsewithpossiblepersonalinjuryendpropenydamage. For general guidance regarding the fabrication, storage, delivery. erection and bracing of trusses and truss systems, see ANSVTPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type City Ply Park Sq/Barcelona-A or C TRAY T13452420 P2392ACT F7G ROOF TRUSS 1 1 Job Reference (optional) Mid -Florida Lumber. Bartow. FL. 0-1.8 H h b.13U s oep 1 J zuI / MI I ex mausrnes, Inc. rn mar a I V:az:ua Lu io rage I ID:ItiEL2vgrkv4uEJUYC21FzkFng-EGVbX4L969usE 1 N W1 vveldSk2wWS0?BOVSRy5zcgbA Scale c 1 32.6 2x6 II 1x3 = 7x6 II 4x6 II 3x8 II 34 II 2x6 II 5x6 II 4x6 II 4x6 II 6x6 = 3x6 II 1 2 3 4 23 5 6 7 a 9 10 11 V L1 zV I9 IG it IO 1. ,Y ,a — 5x6 II 6x7 = 3x8 II 3x6 II 2x6 II 4x6 It 4x6 II 3x6 II 6x6 = 6x6 = 1x3 = 0 LOADING (psf) TCLL 40.0 TCDL 10.0 BCLL 0.0 BCDL 5.0 SPACING- 2-0-0 Plate Grip DOL 1.00 Lumber COL 1.00 Rep Stress Incr NO Code FBC2017/TPI2014 CSI. TIC 0.53 BC 0.95 WB 0.88 Matrix-S DEFL. in Verl(LL) -0.30 Vert(CT) -0.41 Horz(CT) 0.06 loc) Udefl Ud 17 >769 360 17 >559 240 12 n/a n/a PLATES GRIP MT20 244/190 Weight: 152 lb FT = 20%F, 11%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.l (flat) except end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid telling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 12=1281/0-3-8, 21=1758/0-8-0 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3572/0, 3-4=5014/0, 4-5=6426/0, 56=-6667/0, 6-7=6667/0, 7-8=5422/0, 8-9=-3866/0, 9-10=2693/0 BOT CHORD 20-21=0/2174, 19-20=0/5014, 18-19=0/6029, 17-18=0/6667, 16-17=016667, 15-16=0/6103, 14-15=0/ 4775, 13-14=0/3866, 12-13=0/1549 WEBS 10-12= 1971/0, 2-21=-2744/0, 10-13=0/1514, 2-20=0/1850, 9-13=-1520/0, 9-14=01773, 3-20=1870/ 0, 3-19=0/820, 8-14=-1179/0. 4-19=1316/0, 8-15=0/856, 4-18=0/618, 7-15=901/ 0, 5-18=712/162, 7-16=80/1157. 5-17=385/145, 6-16=430/0 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Bearing at joint(s) 21 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 3) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4) CAUTION, Do not erect truss backwards. 5) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 239 lb down at 1-9-8, 239 lb This item has been down at 3- 9-8, and 239 Ili down at 5-9-8, and 239 lb down at 7-9-8 on top chord. The design/selection of such connection electronically signed and device(s) istheresponsibilityofothers. 6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). Sealed by ORegan, Philip, PE using a Digital Signature. LOAD CASE(S) Standard Printed copies of this 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 document are not considered Undone Loads (plf) signed and sealed and the Van: 12-21= 10, 1-11=100 Concentrated Loads (lb) signature must be verified Vert: 2=239( B) 3=-239(B) 5=239(131) 23=239(13) on any electronic copies. Philip J. ORegan PE No.58126 Wilk USA, Inc. FL Cart 6634 69U Parke East Blvd. Tampa FL 33610 Date: March 9, 2018 Q WARNING - Vedly do -sign parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 —. 10103r1015 BEFORE USE. Design valid for use only with MRek® connectors This design is based only upon parameters shown. and is for an Individual building component, not , a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek• Is always,requiredforstabilityandtopreventcollapsewithpossiblepersonalinjuryandpropertydamage. For general guidance regarding the fabrication, storage, delivery. erection and bracing of trusses and truss systems, see ANSUTP11 Quality Criteria, DSB49 and BCSI Building Component 6904 Parke East Blvd Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria. VA 22314. Temps, FL 36610 Job Truss Truss Type Qty Ply Park Sq/Barcelona-A or C_TRAY T13452421 P2392ACT F8 ROOF TRUSS 4 1 Job Reference (optional) Mid-Flonda Lumber, Bartow. FL. 0-1-8 Hi 1-3-D 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Mar 9 10:52.04 2018 Page 1 ID:ItiEL2vgrkv4uEJUYC2jFzkFng4S3zkPMTUQHIUNce4kQ8BVAlYSOJBcJKdgB VXzogb9 1 S le - 1:16.8 1x3 = 3x3 = tx3 II 14 II 3x3 = 3x3 = 1 3x3 = 2 3 4 5 6 1x3 = 13 3x3 = y~ M 3x3 = 10-2-0 10-2-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.39 Vert(LL) -0.05 10-11 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.40 Vert(CT) -0.06 10-11 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.30 Horz(CT) 0.01 7 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Metnx-S Weight. 54 lb FT = 20%F, I I%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.2(flat) except end verticals. WEBS 2x4 SP No.3(Ilat) BOT CHORD Rigid ceiling directly applied or 10-0,-0 oc bracing. REACTIONS. (Ib/size) 12=539/0-3-8, 7=539/0-3-8 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-12=535/0, 6-7=535/0, 1-2= 492/0. 2-3=1089/0, 3-4=1089/0, 4-5=1089/0, 5-6=-492/0 BOT CHORD 1D-11=0/912, 9-10=0/1089, 8-9=0/912 WEBS .6-8=0/632, 1-11=0/632, 5-8=583/0, 2-11=583/0, 5-9=0/380, 2-10=0/380 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Recommend 2x6 strohgbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. This item has been electronically signed and sealed by ORegan, Philip, 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. Philip J.O'Regan PE No.53126 hliTek USA, Inc. FL Cori 6634 69111 Parke East Blvd. Tampa FL 3361D Date: March 9,2018 Q WARNING - Verify design le —tars and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI.7473 rev 10/03/2015 BEFORE USE. Design valid for use only with MlTekm connectors This design Is based only upon parameters shown, and is for an Individual building component, not • a truss system. Before use. the building designer must verify the applicability of design parameters and property Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB-0! and SCSI Building Component Gabs Parka East Blvd. Safety Information available from Truss Plate Institute, 210 N. Lee Street, Suite 312. Nexandris, VA 22314. Tampa, FL 36610 Job Truss Truss Type oty Ply Park Sci/Barcelona-A or C TRAY T13452422 P2392ACT F8A ROOFTRUSS 1 1 Job Reference (optional) Mid -Florida Lumber, Bartow, FL. 13 0-1-8 H 1.3-0 5.130 s Sep 15 ZU17 Milek industries, Inc. Fn Mar 9 1u:5Z:U5 ZUIld rage I ID.IUEL2vgrkv4u EJUYC2j FzkFng-BedLyIN5FjPc5XBmeRxNjjioFsjww4JUspxY 1 zzcgb8 1 Scle = 1.16.8 1x3 = 3x3 = 14 II 1x3 II 3x3 = 3x3 = 13x3 = 2 3 4 5 15 6 1z3 = 3x3 = 11 10 9 3x3 = 7 TRUSS IS NOT DESIGNED TO SUPPORT CONCENTRATED LOADS AT ITS CANTILEVERED END(S). LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.53 Vert(LL) 0.07 10-11 999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.50 Vert(CT) 0.09 10-11 999 240 BCLL 0.0 Rep Stress Incr YES WB 0.25 Horz(CT) 0.01 8 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-S Weight: 54 lb FT = 20%F, 11%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, BOT CHORD 2x4 SP No.2(flat) except end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except 6-0-0 oc bracing: 7-8. REACTIONS. (lb/size) 12=452/0-3-8, 8=626/0-3-8 Max Grav 12=460(LC 3), 8=626(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-12= 464/0, 1-2=-415/0, 2-3=768/0, 3-4=768/0, 4-5=768/0 BOT CHORD 10-11=07739, 9-10=0/768, 8-9=0/423 WEBS 1-11=0/531, 5-8=-730/0, 2-11=-451/0, 5-9=0/490 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-1 Did (0.131" X 3") nails Strongbacks to be attached to walls at their outer ends or restrained by other means. This item has been electronically signed and sealed by ORegan, Philip, 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. Philip J.O'Regan PE No.58126 MiTak USA, Inc. FL Cart 6634 6911/ Parke East Blvd. Temps FL 3361D Date: March 9,2018 Q WARNING - VerNy doslgn panmarars and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II-7473 rev. 10/0312015 BEFORE USE. Design valid for use ony wdh Mrrekm connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system Before use. the building designer must verity the applicability of design parameters and property incorporate this design into the overall i• building design Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek- is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, am ANSVTPI1 Quality Criteria, DSS49 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plata Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 2.2314. Tampa, FL 36610 Job Truss Truss Type oty Ply Park SgBarcelona-A or C TRAY T13452423 P2392ACT F9 ROOFTRUSS 4 1 Job Reference (optional) Mid-Flonda Lumber, Bartow, FL. 1-3-0 1-4-8 tx3 II 14 II 1 34 — 2 3 b.13u s sep 1 b zu1 t mi i eK industries, Inc. t-n mar d 1u:bz:uo zu to rage I ID ItiEL2vgrkv4uEJUYC2jFzkFng-frB195OjO1XTfhmyC9TcGwFv_GyJfV7d5Tg5ZOzcgb7 1-5-8 Scale = 1:16.7 3x6 MT20HS = 1x3 II 1x3 II 3x6 = 4 5 6 7 A F 4 13 12 11 10 8 3x3 = 3x3 II 4-4-8 0.1 3-0-0 1-7-0 Plate Offsets (X Y)— 11300-1-8 Edoel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 40.0 Plate Gnp DOL 1.00 TC 0.78 Vert(LL) -0.12 10-11 >726 360 MT20 2441190 TCDL 10.0 Lumber DOL 1.00 BC 0.94 Vert(CT) -0.17 10-11 >531 240 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.35 Horz(CT) 0.01 8 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-S Weight 53 lb FT = 20%F, 11%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.2(flat) except end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except 2-2-0 oc bracing: 10-11. REACTIONS. (lb/size) 14=440/Mechanical, 8=251/Mechanical, 9=280/0-8-0 Max Grav 14=443(LC 3), 8=251(LC 1), 9=321(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-14=-485/0, 7-8=320/0, 1-2=567/0, 2-3=567/0, 3-4=567/0, 4-5=417/0, 5-6=-417/0, 6-7=-417/0 BOT CHORD 12-13=0/567, 11-12=0/823, 10-11=01823, 9-10=0/417 WEBS 1-13=01740. 4-12=337/0, 2-13=312/0, 7-9=0/544, 4-10=532/0, 6-9=-385/0 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) All plates are MT20 plates unless otherwise indicated. 3) Refer to girder( s) for truss to truss connections. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0 131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) CAUTION, Do not erect truss backwards. This item has been electronically signed and sealed by ORegan, Philip, 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. Philip J. O'Regan PE No.68126 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tempe FL 33610 Date: March 9,2018 Q WARNING - Verity design paramefers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE WI.7473 rev. IM312015 BEFORE USE. Design valid for use only with MITeKV connectors This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use. the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design Breang indicated is to prevent buckling of indmdual truss web and/or chord members only Additional temporary and permanent bracing MiTek• Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabncation, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB49 and SCSI Building Component 69D4 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N Lee Street. Suite 312. Nexendna. VA 22314. Tampa. FL 36610 Job Truss Truss Type Oty Ply Park SgBarcelona-A or C_TRAY T13452424 P2392ACT F9A GABLE 1 1 Job ee ce(optional) Mid-Flonda Lumber, Bartow, FL. 2 1X3 II 3 1x3 II a.13u s bep 1 o zu1 / mi i eK maustnes, Inc. I-n mar a 1u be cab aide rage 1 ID:IbEL2vgrkv4uEJUYC2jFzkFng-trBj95Oj01XTjhmyC9TcGwF4gGApfa d5Tg5ZOzcgb7 4 1 x3 11 5 1 x3 11 6 3x3 11 Scale = 1,12.7 4 12 11 71098 3x3 II 1x3 11 1x3 11 1x3 II 1x3 11 3x3 II 1 1-01 2 0-7b 4 Ob8 21 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in loc) Udefl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.09 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.01 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(CT) 0.00 7 n/a n/a BCDL 5.0 Code FBC2017lrP12014 Matrix-R Weight: 33 lb FT = 20%F, 11 %E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.2(flat) except end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid telling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3(flat) REACTIONS. All bearings 6-10-0 lb) - Max Grav All reactions 250 lb or less at joint(s) 12, 7, 8, 9, 11, 10 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown NOTES- 1) Gable requires continuous bottom chord bearing. 2) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 3) Gable studs spaced at 1-4-0 oc. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means This item has been electronically signed and sealed by ORegan, Philip, 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. Philip J. O'Regan PE No.56126 kliTek USA, Inc. FL Cort 66M 6904 Parke East Blvd. Tampa FL 33610 Date: March 9,2018 WARMNG - Verify design Parsmelers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 row. 1010=015 BEFORE USE. Design valid for use only with Mn ekm connectors. This design is based only upon parameters shown, and is for an individual building component, not • a truss system Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall pia building design Bracing indicated is to prevent buckling of individual truss web endlor chord members only Additional temporary and permanent bracing M iTek' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage. delivery. erection and bracing of trusses end truss systems, see ANSVTPII Quality Criteria, DSB49 end BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Oty Ply Park Sq/Barcelone-A or C TRAY T13452425 P2392ACT F10 GABLE 1 1 Job Reference (optional) Mid -Florida Lumber, Bartow, FL. 004 1 tx3 II 21x3 II 16 1x3 = tx3 = 15 n n 8.130 s Sep 15 2017 Mi i ek Industries, Inc. Fn Mar 9 iu:5T:52 2u16 rage 1 I D:IUEL2vgrkv4uEJUYC2j FzkFng-38LRDJDxJkmS 1 XiGNDCKizghJcOaNFYZtIHM4 EzcgbL 3 1 x3 11 4 1 x3 11 5 I x3 11 6 1 x3 11 7 34 11 14 13 12 11 1x3 11 tx3 11 tx3 11 1x3 11 10 I r tx3 11 1x3 11 8 3x3 11 Scale = 1,134 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 400 Plate Gnp DOL 1.00 TC 0.09 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.01 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr NO WB 0.03 Horz(CT) 0.00 8 n/a n/a BCDL 5.0 Code FBC2017rTP12014 Matrix-R Weight: 35 lb FT = 20%F, 11%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 7-2-8 oc purlins, BOT CHORD 20 SP No.2(flat) except end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 SP No.3(flat) REACTIONS. All bearings 7-2-8. lb) - Max Grav All reactions 250 lb or less at joint(s) 14, 11. 12, 13, 10. 9 except 8=1291(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 7-8=-1287/0 NOTES- 1) Gable requires continuous bottom chord bearing. 2) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 3) Gable studs spaced at 1-4-0 oc. 4) Recommend 2x6 etrongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-1 Did (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 8-14=-10, 1-7=100 Concentrated Loads (Ib) Vert: 7=1265 This item has been electronically signed and sealed by ORegan, Philip, 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. Philip J. O'Regan PE No.58126 MITek USA, Inc. FL Cert 6634 6304 Parke Ent Blvd. Tempe FL 33610 Date: March 9,2018 wARNING - Varlfy design paramaf— and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II.7473 rsv. 1010312015 BEFORE USE. Design valid for use only with Mrrekm connectors. This design is based only upon parameters shown, and Is for an individual building component. not • a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall Y builtlinp design. Bracing Indicated is to prevent buckling of IntlMOual truss web and/or chord members only. Additional temporary end permanent MiTek• Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabncation, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPI1 Quality Criteria, DSB-0e and BCSI Building Component 68D4 Parke East Blvd Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Tampa, FL 36610 Job Truss Truss Type Oty Ply Park Sq/Barcelona-A or C TRAY T13452426 P2392ACT F11 ROOF TRUSS 6 1 ob Reference (o do e Mid -Florida Lumber, - Bartow, FL. 0-1-8 H 1.3-0 1 3x3 = 12 77 a.t3u s bep it) tut t rim I eK Industries, Inc. Fn mar 9 1u.o1:o4 zults rage 1 ID:ItIEj_2vgrkv4uEJUYC2j FzkFng-?XTBe?ECrLOAHrrf VeFonOlxvO__?r6msKcmS86zcg bJ 1-2-4 3x3 = 2 3 3x3 = Seale = 1.12.9 3x6 = 4 1x3 II 3x3 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl LJd TCLL 40.0 Plate Grip DOL 100 TC 0.47 Vert(LL) 0.02 6-7 999 360 TCDL 10.0 Lumber DOL 1.00 BC 0.33 Vert(CT) 0.02 6-7 999 240 BCLL 0.0 Rep Stress Incr YES WB 0.18 Horz(CT) 0.00 5 n/a n/a BCDL 5.0 Code FBC2017rTP12014 Matnx-S LUMBER- BRACING- PLATES GRIP MT20 244/190 Weight: 39 Ib FT = 20%F, 11%E TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.2(flat) except end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 10=36410-8-0, 5=364/Mechanical FORCES. (lb) - Max Comp./Max. Ten. - All forces 250 (lb) or less except when shown TOP CHORD 1-10=358/0, 4-5=359/0, 1-2=269/0, 2-3=525/0, 3-4=279/0 BOT CHORD .• 8-9=0/525, 7-8=0/525, 6-7=0/525 WEBS 4-6=0/371, 1-9=0/366, 3-6=334/0, 2-9=348/0 NOTES- 1) Unbalanced flooi live loads have been Considered for this design. 2) Refer to girder(s) for truss to truss connections. 3) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4) CAUTION, Do not erect truss backwards. This item has been electronically signed and sealed by ORegan, Philip, 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. Philip J. O'Regan PE No.58126 MiTok USA, Inc. FL Cart 6634 69W Parke East Blvd. Tampa FL 33610 Date: March 9,2018 Q WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ma-7473 rev. 1a/o3/2015 BEFORE USE. Design valid for use only with MRekO connectors. This design is based only upon parameters shown, and is for an individual building component, not • a truss system Before use, the building designer must verlty, the appl¢abillty of design parameters and property incorporate this design into the overall •YY bullding design Bracing indicated is to prevent buckling of individual trust web and/or chord members only. Additional temporary and permanent bracing M iTek- is always required for 6tablllry and to prevent collapse with possible personal injury and properry damage. For general guidance regarding the fabncahon, storage,'delmory, erection and bracing of trusses and truss systems, see ANSVTPI7 Quality Criteria, DSB49 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria. VA 22314 Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq/Barcelona-A or C TRAY T13452427 P2392ACT F11G ROOF TRUSS 1 1 Job Reference (optional Mid-Flonda Lumber. , Bartow, FL. 0-1-8 F--I 1 1-3-0 1 3x4 = b.1au s aep 10 zu1 r mi i eK mousures, inc. rn mar v iva i:, cv io ray. i ID ItiEL2vgrkv4uEJUYC2jFzkFng-?XTBe?ECrLOAHrrfVeFonOlgtQuGr3ksKcmS86zcgbJ 1-2.4 3x3 = 2 3 3x3 = Scale = 1 12.9 3x6 = 4 1x3 1x3 = 3x4 = 1x3 II 1x3 II 3x4 = 9 B 7 61 3x3 11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.92 Vert(LL) -0.04 6-7 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.76 Vert(CT) -0.05 6-7 >999 240 BCLL 00 Rep Stress Incr NO WB 0.37 Horz(CT) 0.01 5 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-S Weight: 39 lb FT = 20%F, 11%E LUMBER- BRACING - TOP CHORD 2x4 SP No.1(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, BOT CHORD 2x4 SP No 2(flat) except end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 10=774/0-8-0, 5=774/0-3-8 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-10=767/0. 4-5=769/0, 1-2=565/0, 2-3=1119/0, 3-4=585/0 BOT CHORD 8-9=0/1119, 7-8=0/1 1 19,6-7=0/1119 WEBS 4-6=0/779, 1-9=0/767, 3-6=725/0, 2-9=753/0 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Girder tames tie-iii span(s): 7-0-0 from 0-0-0 to 6-114 3) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails Strongbacks to be attached to walls at their outer ends or restrained by other means. 4) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard 1) Dead + Floor Live (balanced) Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) - Vert 5-10=10, 1-4=224 This item has been electronically signed and sealed by DRegan, Philip, 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. Philip J.0'Regan PE No.58126 MiTsk USA, Inc. FL Cart 6634 69114 Parke East Blvd. Tampa FL 33610 Date: March 9,2018 Q WARNING - Verify design Panmeters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev 10103,7015 BEFORE USE. Design valid for use only with MTekm connectors. This design is based only upon parameters shown, and is for an individual bullding component, not • a truss system. Before use. the building designer must verity the epplicabiilry of design parameters and property incorporate this design into the overall -•Y building design Bracing indicated is to prevent buckling of individual truss web and/or chard members only. Additional temporary and permanent bracing M iTek' is aiwoys required for stability and to prevent conapse with possible personal injury and property damage For general guidance regarding the fabrication, storage, deiivery.•erection and bracing of trusses and truss systems, see ANSMII Ouallty Crtterla, DSBaa and BCSI Building Component 6904 Parke East Blvd Safety Information available from Truss Plate Institute, 218 N Lee Street, Suite 312. Alexandria, VA 22314 Tampa. FL 36610 Job . Truss Truss Type City Ply Park SgBarcelona-A or C TRAY T13452428 P2392ACT F12 ROOFTRUSS 3 1 Job Reference (optional Mid-Flonda Lumber, t3artow, FL. 1-3-0 3x3 = 1 3x6 = 2 10 3x3 II b.T3u s oep 1 b zu1 l mi I ex mausmes, Inc. rn mar to iv.o t ao zu to rage i ID:ItiEL2vgrkv4uEJUYC2jFzkFng-xwax3gGSMyH1W971 c2HGsprHREgXJOE9nwFZD7zcgbH 3 3x3 = 3x6 = 4 3x3 = 1x3 II 1x3 II 3x3 = 9 8 7 6 5 3x3 11 Scale = 1,12 9 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl L/d PLATES GRIP TCLL 40.0 Plate Gnp DOL 1.00 TC 0.47 Vert(LL) 0.02 8-9 999 360 MT20 2441190 TCDL 10.0 Lumber DOL 1.00 BC 0.33 Vert(CT) 0.02 8-9 999 240 BCLL 0.0 Rep Stress Incr YES WB 0.18 Horz(CT) 0.00 5 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matnx-S Weight: 40 lb FT = 20%F, 11%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.2(flat) except end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 10=367/Mechanical, 5=367/Mechanical FORCES. (lb) - Max Comp./Max Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-.110=361/0, 4-5=361/0, 1-2=281/0, 2-3=533/0, 3-4=281/0 BOT CHORD 8-9=0/533, 7-8=0/533, 6-7=0/533 WEBS 4-6=0/375, 1-9=0/375, 3-6=342/0, 2-9=342/0 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Refer to girder(s) for truss to truss connections 3) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. This item has been electronically signed and sealed by ORegan, Philip, 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. Philip J.O'Regan PE No.58126 A1iTek USA, Inc. FL Cart 6634 6904 Parke East Blvd Tampa FL 33610 Date: March 9,2018 Q WARNING - Vorfly dwlgn paramatars and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1-7473 rev. 10/03/2015 BEFORE USE. !' Design valid for use only with Mrrek® connectors. This design is based only upon parameters shown. and is for an Individual building component, not `( a truss system. Before use, the building designer must verity the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of indmdual truss web and/or chord members only. Additional temporary end permanent bracing M iTek' Is always required for stability and to prevent W02pse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and breang of trusses and truss systems, sea ANSUTP11 Quality Criteria, OSB-19 and BCSI Building Component 6904 Parke East Blvd Safety Information available from Truss Plata Institute, 218 N. Lee Street, Suite 312. Me"ridna. VA 22314. Tampa. FL 36610 Job Truss Truss Type Oty Ply Park Sq/Barcelona-A or C_TRAY T13452429 P2392ACT FT1 SPECIAL 1 Job Reference o ro a Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Mar 9 10:52:08 2018 Page 1 ID IGEL2vgrkv4uEJUYC2jFzkFng-bDJUanP XenAy7wLJaV4LLKCS3cl7FnwYn9Celzcgb5 i 2-3.10 a-5-8 1 67-0 8-9-4 1 10-11-2 "_'_0 15.2-14 17-0-12 1 19-fr1D 21-10-8 2-'10 2-1-14 2-1-14 2-1-14 2-1-14 2-1-14 2-1-14 2-1-14 2-1-14 2-_1 Scale = 1 37.1 THIS TRUSS IS NOT SYMMETRIC. PROPER ORIENTATION IS ESSENTIAL. 7x6 = 1.5x4 II 5x8 = 1.5x4 II 4x8 = 1.5x4 II 4x8 = 2 3 4 23 5 6 7 5x5 = 4x10 = 1.5x4 11 6x6 = 24 8 25 9 10 2611 22 12 4x4 11 8x12 = 2x4 I I 8x12 MT20HS = 2x4 II 4x8 = 2x4 It 4x10 = 2x4 II 6x10 = 3x4 11 2 --0-2 1941-2 21-314" 2-3-10 41-14 f6 2-1 14 21114 2314 LOADING ( psf) SPACING- 2-0.0 CSI. DEFL. in loc) I/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.98 Vert(LL) 0.71 17 366 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.99 Vert(CT) 0.97 17 266 240 MT20HS 187/143 BCLL 0.0 Rep Stress Incr NO WB 0.97 Horz(CT) 0.09 12 n/a n/a BCDL 50 Code FBC2017rTP12014 Matfix-S Weight, 244 lb FT = 20% LUMBER - TOP CHORD 2x4 SP DSS 'Except' 8- 11 2x4 SP No.2 BOT CHORD 2x6 SP DSS WEBS 2x4 SP No.3 *Except* 1- 21,3-21,3-19,5-19,5-17,11-13,9-13,9-15,7-15,7-17 2x4 SP No.2 REACTIONS. lb/size) 22=3703/0-7-4, 12=2758/0-3-8 Max Uplift 22=530(LC 4), 12=382(1_C 5) BRACING - TOP CHORD Structural wood sheathing directly applied or 1-5-14 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. FORCES. ( lb) - Max. Comp./Max Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-22=3295/478. 1-2=6770/963. 2-3=-6770/963, 3-4=-15381/2144, 4-5=15381/2144, 5- 6=16966/2286, 6-7=16966/2286, 7-8=-12361/1677, 8-9=12361/1677, 9-10=5108/703, 10- 11=5108/703, 11-12=-2388/337 BOT CHORD 21-22=67/464, 20-21=1760/12473, 19-20=1760/12473, 18-19=2442/17783, 17- 18=2442/17783, 16-17=2113/15662, 15-16=2113/15662, 14-15=1354/9890, 13- 14=1354/9890, 12-13=-48/341 WEBS 2-21=699/124, 3-20=-33/344, 4-19=656/116, 5-18=47/453, 6-17=773/123, 7- 16=65/580, 314=44/429, 10-13=-424/80, 1-21=980/6901, 3-21=6241/872, 3- 19=445/3182, 5-19=2628/377, 5-17=894/171, 11-13=716/5208, 9-13=-5233r712, 9- 15=381/2703, 7-15=3613/526, 7-17=247/1427 NOTES- 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-4-0 oc Bottom chords connected as follows 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows. 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10: Vuh=140mph (3-second gust) Vesd=108mph; TCDL=4.2psf, BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=oft; Cat. II, Exp B, Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 4) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) - 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 wide will rd between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 530 lb uplift at joint 22 and 382 lb uplift at joint 12. 9) Girder carries tie-in span(s): 5-0-0 from 0-0-0 to 10-11-4, 2-1 D-0 from 16-3-4 to 21-6-12, 5-0-0 from 0-0-0 to 10-11-4 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 429 lb down and 62 lb up at This item has been electronically signed and sealed by ORegan, Philip, 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. Philip J. O'Regan PE No.511126 MTek USA, Inc. FL Cart 604 6904 Parke East Blvd. Tampa FL 33610 Date: March 9,2018 C' Wi1 R11 P.-'VNI'y adgn paramarsrs and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 0I.7473 rsv. 10/03/2015 BEFORE USE. Design valid for use only with MTekm connectors. This design is based only upon parameters shown. and is for an Individual building component, not • a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek' ISalwaysrequiredforstabilityandtopreventcollapsewithpossiblepersonalInjuryandpropertydamage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPl1 Quality Criteria, DSB49 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria, VA 22314 Tampa, FL 36610 Job Truss Truss Type City Ply ark Sq/Barcelona-A or C TRAY T13452429 ob P2392ACT FT1 SPECIAL 1 Reference (optional) Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Mar 9 10,52,08 2018 Page 2 ID:ItiEL2vgrkv4uEJUYC21FzkFng-bDJUanP XenAy7wLJaV4LLKCS3cl7FnwYn9Celzcgb5 LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert. 1-6=373, 6-25=100, 25-26=-239, 11-26=115, 12-22=10 Concentrated Loads (lb) Vert 6=429 WARNING - Verity design paameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M I.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MTekm connectors This design is based only upon parameters shown, and is for an individual building component not • a truss system Before use. the building designer must very the applicability of design parameters and property Incorporate this design into the overall bulldmg design Bracing indicated is to prevent buckling of individual trust web and/or chord members only. Additional temporary and permanent bracing M iTek• Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses end truss systems, see ANSVTPI7 Quality Criteria. DSB-t9 and BCSI Building Component 690e Parke East Blvd Safety Information available from Truss Plate Institute, 218 N Lee Street, Suits 312. Mexandna. VA 22314. Tampa, FL 36610 Job Truss Truss Type City Ply Park SgBarcelona-A or C_TRAY T13452430 P2392ACT FT2 SPECIAL 1 Referenceo do a Mid -Florida Lumber, Bartow. FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Fn Mar 9 10:52:10 2018 Page 1 ID:IliEL2vgrkv4uEJUYC2jFzkFng-XcOE?TRE3G 1 uC14jR?XYOmOTtL2bE6D?5eJiBzcg b3 2-310 4-5-8 6-7-6 8-9 10-11-2 131-0 15-2-14 17-4-12 19-rr10 21-10.8 22 2.1-14 2-1-14 2-1.14 2-t-14 2-1-14 2-1-14 2-1-14 i 2-1-14 2-314 Scale = 137.1 THIS TRUSS IS NOT SYMMETRIC. PROPER ORIENTATION IS ESSENTIAL. 5x5 = 1 5x4 II 4x10 = 1 5x4 II 4x8 = 1 5.4 II 4x8 = 5x5 = 4x10 = 1.5x4 II 5x6 = 1 2 3 4 Y3 5 B 7 24 8 2528 9 10 11 22 -- -- -- 12 3x4 11 6x8 = 20 II 8x8 MT20HS = 2x4 I I 4x8 = 2x4 I I 4x10 = 2x4 I I 7x8 = 3x4 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) Udell Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TIC 0.93 Vert(LL) 0.55 17 472 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.82 Vert(CT) 0.82 17 316 240 MT20HS 187/143 BCLL 0.0 Rep Stress Ina NO WB 0.66 Horz(CT) 0.07 12 n/a n/a BCDL 5.0 Code FBC2017ITP12014 Matnx-S Weight: 244 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.1 TOP CHORD BOT CHORD 2x6 SP No.1 'Except' 12-19: 2x6 SP DSS BOT CHORD WEBS 2x4 SP No.3'Except* 1-21,3-21,3-19,5-19,5-17,11-13,9-13,9-15,7-15,7-17. 2x4 SP No.2 REACTIONS. (lb/size) 22=1900/0-7-4, 12=2367/0-3-8 Max Uplift 22=-283(LC 4), 12=372(LC 5) FORCES. (lb) - Max. Comp./Max Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-22=1693/259, 1-2=-3663/547, 2-3=-3663/547, 3-4=-955911435, 4-5=9559/1435, 5-6=13326/2034, 6-7= 13326/2034, 7-8=_l192911870, 8-9=11929/1870, 9-10=-4594/725, 10-11=-4594/725. 11-12=- 2088/336 BOT CHORD 20-21=1082/7222, 10-20=1082/7222, 18-19=-1871/12396, 17-18=-1871/12396, 16-17=2163/14153, 15-16= 2163/14153, 14-15=1487/9346, 13-14=1487/9346, 12-13=-46/286 WEBS 3- 20=25/270, 5- 18=68/526, 6-17=686/139. 7-16=81/586, 8-15=723/150, 9-14=-44/394, 1-21= 562/3766, 3-21=3895/586, 3-19=-406/2557, 5-19=3105/520, 5-17=225/1018, 11-13= 742/4706, 9-13=-5201/834, 9-15=-451/2826, 7-15=2435/363. 7-17=905/176 Structural wood sheathing directly applied or 1-11-14 oc pudins, except end verticals. Rigid ceiling directly applied or 10- 0-0 oc bracing. NOTES- 1) 2-ply truss to be connected together with 10d (0 131"x3") nails as follows Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc. Bottom chords connected as follows, 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise Indicated. 3) Wind. ASCE 7-10; Vult= 140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft, B=45ft, L=24ft; eave=oft; Cat. II; Exp B: Encl., GCpi=0. 18, MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 4) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 2C.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 283 lb uplift at joint 22 and 372 lb uplift at joint 12. 9) Girder carries tie-in span( s) 5-0-0 from 10-7-12 to 21100816-6-12; 5-D-0 from 10-7-12 to 16-6-12 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 413 lb down and 131 lb up at This item has been electronically signed and sealed by ORegan, Philip, 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. Philip J. ORegan PE No.58126 Mrrok USA, Inc. FL Cart 6634 6904 Parke East Blvd. Temps FL 33610 Date: March 9.2018 oG by; aa+ 7yrP( 0rarr aters and READ NOTES ON THIS AND INCLUDED MITEN REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. i niLY wit h MRek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verity the applicability of tlesign parameters and properly Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek' is always required for stability andtopreventcollapsewithpossiblepersonalinjuryandpropertydamage. For general guidance regarding the fabrication, storage, delivery. erection and broung of trusses and truss systems, see ANSVTPI1 Quality Criteria, DSB49 and BCSI Building Component 69D4 Parke East Blvd. Safoty Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandna, VA 22314, Tampa, FL 36610 Job Truss Truss Type City Ply Park SgBarcelona-A or C TRAY T13452430 P2392ACT FT2 SPECIAL 1 Job Referenceo t'o a Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Fn Mar 9 10,52:10 2018 Page 2 ID 16Ej_2vgrkv4uEJUYC2jFzkFng-XcQE?TRE3G1uC14jR?XYQmQZjtL2bE6D?5eJiBzcgb3 LOAD CASE(S) Standard 1) Dead + Roof Live (balanced) Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert 1-6=100, 6-26=298, 11-26=100, 12-22=10 Concentrated Loads (lb) Vert6=413 25=363 Q WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MO.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with Mrekm connectors. This design is based only upon parameters shown. and is for an individual building component, not • truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek' is always required for, stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication. storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII QualityCriteria, DSBi! and SCSI Building Component 690e Parke East Blvd. Safety information available from Truss Plate Institute, 218 N Lee Street, Suite 312. Me,ndna. VA 2.231e. Temps, FL 36610 Job Truss Truss Type Oty Ply Park SgBarcelona-A or C TRAY T13452431 P2392ACT FT3 SPECIAL 1 Job Reference (Optional Mid-Flonda Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Mar 9 10:52:11 2018 Page 1 ID ItiEL2vgrkv4uEJUYC2jFzkFng-?o cCpRsgZ9lpStw i2nzylwHewKbBMEIOsFdzcgb2 1-11$ 3-9-0 5-7-0 7-0-12 9-2-8 11.0.4 12-10-0 14-7-12 16-7-0 1-11$ 1-9-12 1-9.12 1-112 1-'12 1-9-12 1-9-12 1-9.12 1-11-4 Scale = 1.28.8 3x4 II 6x12 MT20HS = 1.5x4 II 5x8 = 1.5x4 II 4x6 = 6x8 = 1.5x4 II 6x8 = 1 5x4 II 1 21 2 3 4 5 6 7 8 9 22 10 20 2x4 II 10x12 = 2x4 II Sz8 = 4x6 = 2x4 II 6x8 = 2x4 II 11 5x8 MT20HS = 4x4 = THIS TRUSS IS NOT SYMMETRIC. PROPER ORIENTATION IS ESSENTIAL. 1-11A 39-0 5-7-0 7-0-12 9-2.8 71-0-4 12-10-0 14-7-12 16-7-0 1-11.8 1-9-12 1-9-12 1. .1 1-9-12 1-9-12 1-9-12 1-9-12 1-11.4 Plate Offsets (X.Y)— I2:0-3-12 0-2-41 LOADING (psf) SPACING- 1-4-0 CSI. DEFL. in loc) I/dell L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.96 Vert(LL) -0.40 16 >490 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.98 Vert(CT) -0.55 16 >356 240 MT20HS 187/143 BCLL 0.0 Rep Stress Incr NO WB 1.00 Horz(CT) 0.07 11 n/a n/a BCDL 5.0 Code FBC2017rTP12014 Matrix-S Weight. 280 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.1D TOP CHORD Structural wood sheathing directly applied or 2-1-8 oc purlins, BOT CHORD 2x6 SP DSS except end verticals. WEBS 2x4 SP No.3 *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 2-20,2-18,4-18,4-16,6-16,7-15,7-13,9-13,9-11: 2x4 SP No.2 2-2-0 oc bracing: 17-18,16-17. REACTIONS. (lb/size) 20=7232/0-8-0, 11=3189/Mechanical Max Uplift 20=-1069(LC 4). 11=-460(LC 5) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-20=680/108, 1-2=663/98, 2-3=21440/3139, 3-4=21440/3139, 4-5=24927/3610, 5.6=-24927/3610, 6-7=20795/3002, 7-8=-10590/1529, 8-9=10590/1529, 9-10=279/40 BOT CHORD 19-20=1779/12083. 18-19=1779/12083, 17-18=-4265/29296, 16-17=4265/29296, 15-16=3002/20795, 14-15=2341/16211, 13-14=2341/16211. 12-13=808/5596, 11-12=808/5596 WEBS 3-18=1075/176, 4-17=353/59, 6-15=-2295/346, 7-14=37/314, 2-20 =12918/1901, 2-18=1539/10584, 4-18=-8887/1276, 4-16=-49431742, 6-16=695/4673, 7-15=761/5186, 7-13=6358/921. 9- 13=815/5650, 9-11=6030/871 NOTES- 1) 3-ply truss to be Connected together with 10d (0.131"x3") nails as follows: Top chords Connected as follows: 2x4 - 1 row at 0-4-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are Considered equally applied to all plies, except H noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vuh=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft, L=24ft; eave=oft, Cat. II; Exp B; Encl., GCpi= 0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 4) Provide adequate drainage to prevent water ponding. 5) All plates are MT20' plales unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' 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 wide will fit between the bottom chord and any other members. 8) Refer to girder(s) for truss to truss Connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1069 lb uplift at joint 20 and 460 lb uplift at joint 11. 10) Girder carries tie-in- span(s) 16-8-0 from 0-0-0 to 5-8-0 11) Hanger(s) or other Connection device(s) shall be provided sufficient to support concentrated load(s) 6305 Ito down and 911 lb up at 5-3-8 on top chord. The design/selection of such Connection device(s) is the responsibility of others. This item has been electronically signed and sealed by ORegan, Philip, 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. Philip J.O'Regan PE No.58126 MiTek USA, Inc. FL Cut 6634 6904 Parka East Blvd. Tampa FL 33610 Date: March 9,2018 cj lAklr I/98-R Riy aslpn paameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7477 rev. 101017015 BEFORE USE. Design valid for use only with Mrrek® connectors. This design is based only upon parameters shown, and is for an Individual building component. not • truss system. Before use, the building designer must vent' the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and propery damage For general guidance regarding the fabncation, storage, delivery, erection and bracing of trusses and truss systems, am ANSVrPI1 Quality criteria, DSB49 and BCSI Building Component 6904 Parke East Blvd Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Nexondna, VA 22314. Tampa, FL 36610 Job Truss Truss Type Ory Ply Perk Sq/Barcelona-A or C_TRAY T13452431 P2392ACT FT3 SPECIAL 1 3 Job Reference (optional Mid-Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Mar 9 10:52,11 2018 Page 2 I D:ItiEj_2vgrkv4uEJUYC2jFzkFng-?o_cCpRsgZ9lpStw_i2nzylwHewKbBMEIOsFdzcgb2 LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 1-4=604, 4-10=67, 11-20=7 Concentrated Loads (lb) Vert: 4=6305 WARNING • Varfly dasfgn parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE MII.7473 rsv. IOM312015 BEFORE USE. Design valid for use only with Mn ek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not gatrusssystemBeforeuse, the building designer must verify the applicability of design parameters and property incorporate this design into the overall But building design. Braciog tndicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and pemtenent bracing M iTek' is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the labdcation, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB-89 and SCSI Building Component 69D4 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type City Ply Perk Sq/Barcelons-A or C TRAY T13452432 P2392ACT FT4 SPECIAL 1 f2 Job Reference (optional) Mid-Flonda Lumber. Bartow. FL 8.130 s Feb 12 2018 MiTek Industries. Inc Fri Mar 9 14,46.15 2015 Page 1 ID:ItiEL2vgrkv4uEJUYC2jFzkFng-tmVmPdLOFhRbc8uDAm5?K9 WbhJF?N7YdgdKVoHzce 1 s 2-9-5 2-7-9 2-9-6 THIS TRUSS IS NOT SYMMETRIC. PROPER ORIENTATION IS ESSENTIAL 4x4 = 4x4 = 2 3 10 IX 1.5x4 II 85 2x4 II Sx5 = Scale = 1 ,15.7 2- 9-5 5-4-14 _ t B-2-4 2- 9.5 2-7-9 2-9.6 LOADING ( psf) SPACING- 2-0-0 CSI. DEFL. in floc) Vdefl Ud PLATES GRIP TCLL 40.0 Plate Gnp DOL 1.00 TC 0.68 Vert(LL) -0.05 6-7 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.61 Vert(CT) -0.07 6-7 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.88 Horz(CT) 0.01 5 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-P Weight: 91 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x6 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid telling directly applied or 10-0-0 oc bracing. REACTIONS. ( lb/size) 8=1892/Mechanical, 5=2261/0-8-0 Max Uplift 8=-468(1_C 4). 5=558(LC 5) FORCES. ( lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-8=-1657/419, 1-9=3464/856, 2-9=3464/856, 2-3=3658/903, 4-5=597/156 BOT CHORD . 7-13=856/3464, 6-13=856/3464, 6-14=903/3658, 5-14=903/3658 WEBS 2-7=-959/263, 1-7=911/3686, 3-5=3892/961 NOTES- 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at D-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind ASCE 7-10: Vuh=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf; BCDL=3.Opsf, h=15ft; 13=45ft; L=24ft; eave=oft, Cat. II, Exp B; Part. Encl., GCpi=0.55, MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads 6) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 This Item has been wide will fit between the bottom chord and any other members. 7) to for truss to truss electronically signed and Refergirder(s) connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 468 lb uplift at joint 8 and 558 lb uplift sealed by ORegan, Philip, PE at joint 5. using a Digital Signature. 9) Girder carries tie-in span(s): 6-8-0 from 0-0-0 to 8-7-4 Printed copies of this 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 398 lb down and 97 lb up at document are not considered 7-0-0 on top chord, and 256 lb down and 62 lb up at 1-4-8, 256 lb down and 62 lb up at 3-4-8, and 256 lb down and 62 lb up at 5- 4-8, and 258 lb down and 63 lb up at 7-4-8 on bottom chord. The design/selection of such connection device(s) is the signed and sealed and the responsibirdy of others. signature must be verified on any electronic copies. LOADCASE(S) .Standard Philip J.O'Regan PE No.58126 1) Dead + Roof Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 hffok USA, Inc. FL Carl 6634 Uniform Loads (plf) GSUParke East Blvd. Tampa FL 33610 Vert: 1-4=335, 5.8=10 Dete: Date Concentrated Loads (lb) Vert. 6=256fF) 10=398 12=256(F) 13=256(F) 14=258(F) March 9,2018 Q WARNING - Verify design paromaters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,1II-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MrrekO connectors This design is based only upon parameters shown, and is for an Individual building component. not - a truss system Before use. the building designer must venty the applicability of design parameters and property incorporate this design into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPt1 Quality Criteria, DSB49 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Oty Ply Park Sq/Barcelons-A or C TRAY T13452433 Jolb P2392ACT FT5 ROOF TRUSS 1 e ce o a Mid -Florida Lumber, Bartow, FL 8.130 s Sep 15 2017 MiTek Industries, Inc Fri Mar 9 10 52:13 2018 Page 1 ID:ItIEj_2vgrkv4uEJUYC2jFzkFng-yB6NdUT6MBOT3mol675F2P2Ez4Llobhfi3tzJ WzcgbO 2-4-9 4-7-7 I 7-0-0 2-4-9 2-2-13 2-4-9 THIS TRUSS IS NOT SYMMETRIC. Scale = 1.13.2 PROPER ORIENTATION IS ESSENTIAL. 5x6 = 4x4 = 4x6 = 1.5x4 II 1 2 3 4 62x4 II 4x6 = LOADING (psf) TCLL 40.0 TCDL 10.0 BCLL 0.0 BCDL 5.0 SPACING- 2-0-0 Plate Grip DOL 1.00 Lumber DOL 1.00 Rep Stress Incr NO Code FBC2017lrP12014 CSI. TC 0.29 BC 0.95 WB 0.61 Matrix-P DEFL. in Vert(LL) -0.04 Vert(CT) -0.06 Horz(CT) 0.01 loc) I/dell Ud 6-7 >999 360 6-7 >999 240 5 n/a n/a PLATES GRIP MT20 244/190 Weight, 78 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-6-6 oc purlins, BOT CHORD 2x6 SP No.1 except end verticals. WEBS 2x4 SP No.3'Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 1-7,2-6,3-5, 2x4 SP No.2 REACTIONS. (lb/size) 8=1290/0-3-8, 5=296810-4-8 Max Uplift 8=165(1-C 4), 5=635(LC 4) Max Grav 8=2225(LC 2), 5=3412(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-8=-1723/156, 1-2=37731317, 2-3=-4684/631 BOT CHORD 6-7=-317/3773, 5-6=631/4684 WEBS 1-7=-345/4104, 2-7=767/199, 2-6=344/1263, 3-6 =242/1899, 3-5=5096/687 NOTES- 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-3-0 oc. Webs connected as follows, 2x4 - 1 row at D-9-0 oc. 2) All loads are considered equally applied to all plies, except it noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10: Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft, B=45ft, L=24ft; eave=oft: Cat. It; Exp B; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 This item has been 4) Provide adequate drainage to prevent water ponding. electronically signed and5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. sealed by ORegan, Philip, PE6) 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 wide will fit between the bottom chord and any other members. using a Digital Signature. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 165 lb uplift at joint 8 and 635 lb uplift at Printed copies of this joint 5. document are not considered 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 357 lb down at 1-9-4, 357 lb signed and sealed and the down at 3-9-4, and 357 lb down at 5-9-4, and 2599 lb down and 698 lb up at 5-9-4 on bottom chord The design/selection of such Signature must be Verifiedconnectiondevice(s) is the responsibility of others. on any electronic copies. LOAD CASE(S) Standard Philip J. O'Regan PE No.58126 1) Dead + Roof Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Walk USA, Inc. FL Carl 6634 Uniform Loads (pit) ' 69D4 Parke East Blvd Tempe FL 3361D Vert: 1-4=100, 5-8=10 Date: Concentrated Loads (lb) March 9,2018Vert6=217 9=217 10=-90(F) 11=217 12=90(F) 13=2689(F=-90, B=2599) Q WARNING - verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Nil-747.1 rev. 101017015 BEFORE USE. Design valid for use only with Mrrekm connectors This design is based only upon parameters shown, and is for an individual building component, not • a truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design into the overall building design Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and pennenent bracing M iTek' is always required for stability dnd.to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUM11 Quality Criteria, OSB49 and BCSI Building Component 6904 Parke East Blvd Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312. At"ndna. VA 22314. Tampa, FL 36610 Job Truss Truss Type Oty Ply Park Sq/Barcelona-A or C TRAY T13452434 P2392ACT G1 MONO HIP 1 1 Job Reference Optionall Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries. Inc. Fri Mar 9 10:52:14 2018 Page 1 I D:I b EL2 vq rk v4 u E J U Y C 2j F z k F n g-O N g I rq U 17 U Y Kg wNVg q cU bca K I U njX 28ovrj cW ryzcg b? 1.0-12 5-11-4 7 t 1.0-12 5-11-4 2.0.0 I.Sx4 11 4x4 = 3 72 4 6.6 II r4 3x4 = 10 ] d Scale = 1 28.5 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.63 Vert(LL) 0.10 7-8 >963 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 046 Vert(CT) -0.20 7-8 >461 180 BCLL 0.0 Rep Stress Incr YES WB 0.60 Horz(CT) 001 10 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matnx-MP Weight, 55 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 8=387/0-8-0, 10=280/0-1-8 Max Horz 8=187(LC 12) Max'Uplift 8=87(1_C 12), 10=130(1_C 12) Max Grav 8=387(LC 1), 10=311(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-8=315/210 BOT CHORD 7-8=256/151 WEBS 4-10=316/266 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10, Vult=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft, L=24ft; eave=oft. Cat. II; Exp B, Part. Encl., GCpi=0.55; MWFRS (directional) and C-C Extenor(2) -1-0-0 to 2-0-0, Intenor(1) 2-0-0 to 6-0-0, Exterior(2) 6-0-0 to 7-6-12 zone; end vertical left exposed,C-C for members and forces 3 MWFRS for reactions shown, Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' 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 wide will fit between the bottom chord and any other members. 6) Bearing at joint(s) 10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 10. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 87 lb uplift at joint 8 and 130 lb uplift at joint 10. This item has been electronically signed and sealed by ORegan, Philip, 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. Philip J. O'Regan PE No.58126 MiTek USA, Inc. FL Cart 6634 690/ Parke East Blvd. Tampa FL 33610 Date: March 9,2018 Q WARNING - Verily design psramefers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE AVI.7473 — 10/O3/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not • a truss system. Before use, the building designer must verity the epplicabllity of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N Lea Street, Suite 312, Alexandria, VA 22314 Tampa, FL 36610 Job Truss Truss Type Oty Ply Perk Sq/Barcelona-A or C TRAY T13452435 P2392ACT G2 MONO HIP 1 1 Job Reference (optional) Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Mar 9 10:52:14 2018 Page 1 ID IUEj_2vgrkv4uEJUYC2jFzkFng-ONglrgU17UYKgwNVggcUbcaJvUooX1 UowjcWryzcgb? 1-0.12 4-7-4 I 7-11-4 1.112 4.7-4 34-0 4x4 = 12 6x8 MT20HS 11 8 1.5x4 II 4x4 = 1.5x4 II LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC20171TPI2014 CSI. TC 0.66 BC 0.39 WB 0.70 Matrix -MP LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 8=387/0-8-0, 10=28010-1-8 Max Horz 8=113(LC 12) Max Uplift 8=105(LC 12), 10=113(LC 12) Max Grav 8=387(LC 1). 10=297(LC 17) FORCES. (lb) - Max. Comp./Max Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-8=-308/217 WEBS 4-10=304/236 DEFL. in (loc) I/deft Ud PLATES GRIP Vert(LL) 0.15 7-8 >630 240 MT20 244/190 Vert(CT) -0.19 7-8 >480 180 MT20HS 187/143 Horz(CT) 0.02 10 n/a n/a Scale = 1 24 8 Weight 50 lb FT = 20 % BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10, Vuh=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf; BCDL=3.Opsf; h=15ft, B=45ft, L=24ft, eave=oft: Cat. II: Exp B; Part. Encl.. GCpi=0.55; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0. Interior(1) 2-0-0 to 4-8-0. Exterior(2) 4-8-0 to 7-6-12 zone,C-C.for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' 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 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 10. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 105 lb uplift at joint 8 and 113 lb uplift at joint 10. This item has been electronically signed and sealed by ORegan, Philip, 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. Philip J. O'Regan PE No.58126 h Tek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 9,2018 0 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111I1-7473 rev. 101031201 S BEFORE USE. Design valid for use only with MlTekm connectors. This design is based only upon parameters shown, and is for an individual building component, not • a truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design into the overall hu:ding design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing M iTek' is Mays required for stablllty,and to prevent Collapse with possible personal injury and property damage. For general guidance regarding the fabncalmn, storage, delivery, erection and bracing of trusses and truss systems, see ANSVrPl1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Oty Ply Park Sci/Barcelona-A or C_TRAY T13452436 P2392ACT G3 COMMON 1 1 ot) Reference (optional) Mid-Flonda Lumber, . Bartow. FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Mar 9 10:52:15 2018 Page 1 I D:IGEj_2vgrkv4uEJUYC2iFzkFng-uaE72AVNuogBl4yhDY7j7g7YCuA5GcOy9NM40ozcgb_ 3-" 7-11-4 9-0-0 3-8-0 4-3-0 1-0-12 4x4 = 3x4 11 1 x4 11 5 3x4 11 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.43 TCDL 10.0 Lumber DOL 1.25 BC 0.26 BCLL 0.0 Rep Stress Incr YES WB 0.15 BCDL 10.0 Code FBC2017/TP12014 Matrix -MS DEFL. in (loc) I/defl Ud Vert(LL) -0.02 6 >999 240 Vert(CT) -0.05 5-6 >999 180 Horz(CT) 0.00 5 n/a n/a LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 5=387/0-8-0, 10=280/0-1-8 Max Horz 10=95(LC 11) Max Uplift 5=130(LC 12), 10=88(1_C 12) FORCES. (III) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 3-5=-310/294 WEBS .1-10=292/226 Scale = 1:24.9 PLATES GRIP MT20 244/190 Weight: 38 Ib FT = 20% Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind, ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf, BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp B; Part. Encl., GCpi=0.55; MWFRS (directional) and C-C Exterior(2) 0-5-4 to 6-8-0, Intenor(1) 6-8-0 to 9-0-0 zone, end vertical right exposed;C-C for members and forces 6 MWFRS for reactions shown, Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' 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 wide will fit between the bottom chord and any other members. 5) Bearing at joint(s) 10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 10. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 130 lb uplift at joint 5 and 88 lb uplift at joint 10. This item has been electronically signed and sealed by ORegan, Philip, 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. Philip J.ORegan PE No.58126 hliTsk USA, Inc. FL Carl 6634 6904 Parke East Blvd. Tampa FL 3361D Date. March 9,2018 Q WARNING • Verify design pit —fern and READ NOTES ON THIS AND INCLUDED MfTEN REFERENCE PAGE 11,111-7477 rav 1010312015 BEFORE USE. Design valid for use only with MReIdC connectors This design Is based only upon parameters shown. and Is for an Individual building component, not truss system Before use. the building designer must verity the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web andlor chord members only Additional temporary and permanent bracing M iTek' is always required far stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Crkeria, DSB 89 and BCSI Building Component 69D4 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Sune 312. Alexandria, VA 22314. Tampa. FL 36610 Job Truss Truss Type City Ply Park Sq/Barcelona-A or C_TRAY T13452437 P2392ACT G4 HIP 1 1 Job Reference t' a Mld_Flonda Lumber, Bartow, FL. 8.130 s Sep 15 2017 MTek Industnes. Inc. Fri Mar 9 10:52:16 2018 Page 1 ID IliEj_2vgrkv4uEJUYC2jFzkFng-MmoVFWV7f6o2wDXtnFeyglgg_IVa73g5015dvrzcgaz 5-0-0 7-11 32-0 2-11-4 1 412 4x6 15 12 11 4x4 = 40 = 6 oo 12 2 13 3 Sx4 = 1.7x4 If 1 a- II 3x4 Scale = 1:21.0 2d0 2-8-0 2-11.4 12 Plate Offsets (X Y)— 1470-2-0 0-1-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) 1/clef! Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 Verl(LL) 0.06 7-8 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.37 Vert(CT) -0.07 7-8 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.15 Horz(CT) -0 00 6 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 40 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 6=424/0-8-0, 12=323/0-1-8 Max Horz 12=111(LC 8) Max Uplift 6=209(LC 8), 12=177(LC 8) Max Grav 6=425(LC 18), 12=324(LC 17) FORCES. (III) -,Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD ' 1-2=260/184, 3-4=281/173, 4-0=329/186 WEBS 1-12=338/189 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10: Vuh=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf, h=15ft; B=45ft; L=24ft; eave=oft; Cat. II, Exp B; Part. End , GCpi=0.55; MWFRS (directional), end vertical right exposed, Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurreni with any other live loads. 5) ' 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 wide will fit between the bottom chord and any other members. 6) Beanng at joint(s) 12 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should venfy This item has been capacity of bearing surface. electronically signed and7) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 12 seated by ORegan, Philip, PE8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 209 lb uplift at joint 6 and 177 lb uplift at joint 12. using a Digital Signature. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 65 Ib down and 169 Ib up at Printed copies of this 2-4-0, and 9 lb down and 76 lb up at 3-8-0, and 65lb down and 169 Ib up at 5-0-0 on top chord, and 26 Ib down and 27 Ib up at document are not considered 2-4-0, and 12 Ib down and 13 lb up at 3-8-0, and 26 Ib down and 27 Ib up at 4-11-4 on bottom chord. The design/selection of such signed and sealed and the connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). signature must be Verified on any electronic copies. LOAD CASE(S) 'Standard Philip J.ORegan PE Mo.58126 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1 25 MiTak USA, Inc. FL Cart 66M Uniform Loads'(plf) 6904 Parke East Blvd. Tampa FL 33610 Vert 1-2=60, 2-3 60, 3-4=60, 4-5=-60, 6-10=20 Date: Concentrated Loads (lb) March 9,2018Vert2-18(F) 3=18(F) 8=14(F) 7=14(F) 13=9(F) 14=8(F) Q WARNING - Varffy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.747.1 rev. 10MMO15 BEFORE USE. Design valid for use only with M7ekm connectors. This design is based only upon parameters shown, and Is for an Individual building component. not - truss system. Before use, the building designer must verity the applicability of design parameters and property Incorporate this design Into the overall building design. Bre4ng indicated is to prevent buckling of Individual truss web and/or chord members only. Adddfonal temporary and permanent bracing M iTek' la always required for ftaglllty and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabMatwn, storage, dellvery,'erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, OSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information evillable from Truss Plate Institute, 218 N Lea Street, Suite 312. Alexandna, VA 22314. Tampa, FL 36610 Job Truss Truss Type Oty Ply Park Sq/Barcelona-A or C TRAY T13452438 P2392ACT H1 MONO HIP 1 1 o ee u to a Mid -Florida Lumber. - Bartow, FL. 8 130 s Sep 15 2017 MiTek Industdes, Inc. Fn Mar 9 10:52:17 2018 Page 1 ID:ItiEj_2vgrkv4uEJUYC2jFzkFng-gyMtTs WdOPwvXN64Lz9BDFCychvOkXrFchrARHzcgay 1-0-0 2-10-0 5.8.0 1-0-0 2-10-0 2-10-0 Scale = 1:14.1 4x4 = 3x4 = 2x4 = 5 1 5x4 II LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.12 TCDL 10.0 Lumber DOL 1.25 BC 0.10 BCLL 0.0 Rep Stress Incr YES WB 0.09 BCDL 10.0 Code FBC2017/TP12014 Matrix -MP DEFL. in (loc) I/deft L/d PLATES GRIP Vert(LL) -0.00 6-9 >999 240 MT20 2441190 Vert(CT) -0.01 6-9 >999 180 Horz(CT) 0.00 5 n/a n/a LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 5=215/Mechanical, 2=286/0-3-8 Max Horz 2=73(LC 12) Max Uplift 5=70(LC 9), 2=-93(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3='-256/134 Weight 27 lb FT = 20% Structural wood sheathing directly applied or 5-8-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10, Vult=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf; BCDL=3.Opsf; h=25ft, B=45ft; L=24ft, eave=oft; Cat. II, Exp B; Encl., GCpi=O 18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0. Interior(1) 2-0-0 to 2-10-0. Exterior(2) 2-10-0 to 5-6-4 zone;C-C for members and forces 3 MWFRS for reactions shown, Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' 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 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 70 lb uplift at joint 5 and 93 lb uplift at joint 2. This item has been electronically signed and sealed by ORegan, Philip, 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. Philip J.O'Regan PE No.58126 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 9,2018 WARNING - Vorfty doslgn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,1II.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors This design is based only upon parameters shown, and is for en individual building component. not • a truss system Before use. the building designer must verity the applicability of design parameters and property Incorporate this design into the overall Y building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication. storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Crlterla, DSB-0e and BCSI Building Component 6904 Parke East Bti Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312. Nexandria. VA 22314. Tampa, FL 36610 Job Truss' Truss Type oty Ply Park Sq/Barcelona-A or C TRAY T13452439 P2392ACT H2 COMMON 1 1 Job Reference (optional) Mid-Flonda Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Fn Mar 9 10:52:18 2018 Page 1 ID:IUEL2vgrkv4uEJUYC2j FzkFng-I8vGgCXFBj2m9XhGvgg01S17d5ERT?fOrLakzjzcgax 2-10-0 5-8-0 I 6-8.0 2-10-0 2-10-0 1.0-0 4x4 = 2x4 = 2x4 = 10-0 5.8-0 Scale = 1:14.5 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.10 Vert(LL) 0.00 5-8 999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.15 Vert(CT) 0.01 5-8 999 180 BCLL 0.0 Rep Stress Incr NO WB 005 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC2017rTP12014 Matrix -MP Weight, 22 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. lb/size) 1=238/Mechanical, 3=309/0-3-8 Max Horz 1=36(LC 6) Max Uplift 1=71(LC 8), 3=122(LC 8) Max Grav 1=249(LC 17), 3=316(LC 18) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-334/113, 2-3=333/111 BOT CHORD 1-5=-66/277, 3-5=66/277 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-8-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuh=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp B, Encl.. GCpl=0.18, MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' 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 wide will fit between the boftom'chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 71 lb uplift at joint 1 and 122 lb uplift at joint 3. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 79 lb down and 170 lb up at 2-10-0 on top chord, and 26 lb down at 2-10-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead +Roof Live (balanced) Lumber Increase=l•.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=60, 2-4=60, 6-9=20 Concentrated Loads (lb) Vert: 5=26(F) 2=8(F) This item has been electronically signed and sealed by ORegan, Philip, 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. Philip J. ORegan PE No.58126 MiTek USA, Inc. FL Cent 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 9,2018 Q WARNING - Vanity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111-7473 rev. 10/02/2015 BEFORE USE. Design valid for use only with Mreke connectors. This design is based only upon parameters shown, and is for an Individual building component, not - truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web endlor chord members only Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of trusses and truss systems, see ANSUTP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 38610 Job Truss Truss Type Qty Ply Park Sq/Barcelona-A or C TRAY T13452440 P2392ACT J2 JACK 1 1 Job Reference (optional) Mid -Florida Lumber. Bartow. FL. 8.130 s Sep 15 2017 MiTek Industries. Inc. Fri Mar 9 10:52:19 2018 Page 1 ID:ItiEj_2vgrkv4uEJUYC2l FzkFng-mLTeuYYtyt AdnhGSSOBflgHleVbrCSjY4?KH W9zcgaw 1-M 2-10-0 1-0-0 2-10-0 - -- - 2x4 = Scale = 1 11.7 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.08 Vert(LL) -0.00 4-7 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.08 Vert(CT) -0.01 4-7 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017rrPI2014 Matrix -MP Weight: 11 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-10-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 3=66/Mechanical. 2=182/0-3-8, 4=34/Mechanical Max Horz 2=75(LC 12) Max Uplift 3=39(LC 12), 2=61(LC 12), 4=1(LC 9) Max Grav 3=77(LC 17), 2=182(LC 1), 4=49(LC 3) FORCES. (lb) -Max. Comp./Max: Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10: Vuft=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf: BCDL=3.Opsf; h=15ft, B=45ft, L=24ft, eave=oft; Cat. II; Exp B; Part. Encl.. GCpi=0.55; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Intenor(1) 2-0-0 to 2-9-4 zone:C-C for members and forces 3 MWFRS for reactions shown; Lumber DOL=1.60 plate gnp DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed fora live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to beanng plate capable of withstanding 39 lb uplift at joint 3, 61 lb uplift at joint 2 and 1 lb uplift at joint 4 This item has been electronically signed and sealed by ORegan, Philip, 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. Philip J.O'Regan PE No.53126 MiTak USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 9,2018 Q WARNING - Verify das/gn paramefors and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. Design valid forum only with M7ek0 connectors. This design is based only upon parameters shown. and Is for an individual building component. not • truss system. Before use. the building designer must verity the applicability of design parameters and property incorporate this design into the overall building design Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTe k' is stways required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage. delivery. erection and bracing of trusses and truss systems, see ANSVTPH Quality Criteria, DSB49 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandna. VA 22314• Tampa, FL 36610 Job Truss Truss Type oty Ply Park Sq/Barcelona-A or C TRAY T13452441 P2392ACT J3 JACK 3 1 Job Reference (optional) Mid -Florida Lumber, Barlow. FL. 8.130 s Sep 15 2017 MiTek Industries, Inc Fri Mar 9 10.52:19 2018 Page 1 ID:IUEj_2vgrkv4uEJUYC2jFzkFng-mLTeuYYty l AdnhGSSOBBgHCtVYiCSjY4?KH W9zcgaw 111-0-11122 2-11-4 i 2-11-4 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 045 Vert(LL) 0.01 4-5 999 240 TCDL 10.0 Lumber DOL 1.25 BC 0.28 Vert(CT) 0.01 4-5 999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.04 3 n/a n/a BCDL 10.0 Code FBC2017frPI2014 Matrix -MR LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 20 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 5=198/0-8-0, 3=66/Mechanical, 4=27/Mechanical Max Horz 5=127(LC 12) Max Uplift 5=19(1_C 12), 3 67(1_C 12), 4=22(LC 12) Max Grav 5=198(LC 1). 3=89(LC 17), 4=51(LC 3) FORCES. (lb) - Max. Comp./Max. Ten - All forces 250 (lb) or less except when shown Scale = 1,18 8 PLATES GRIP MT20 244/190 Weight: 13 lb FT = 20% Structural wood sheathing directly applied or 3-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf, BCDL=3.Opsf; h=15ft; B=45ft, L=24ft, eave=oft; Cat. II, Exp B; Part. Encl., GCpi=0.55; MWFRS (directional) and C-C Extenor(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 2-11-4 zone; end vertical left exposed;C-C for members and forces 6 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurreni 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 wide will fit between the bottom chord and any other members 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical.connection (by others) of truss to bearing plate capable of withstanding 19 lb upir t at joint 5, 67 lb uplift at joint 3 and 22 lb uplift at joint 4. This item has been electronically signed and sealed by ORegan, Philip, 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. Philip J.O'Regan PE No.58126 MiTak USA, Inc. FL Cart 604 69114 Parka East Blvd. Tampa FL 3361D Date: March 9,2018 WARNING - VnHy design parsmefors and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI-7473 rev 1010312015 BEFORE USE. ' Design valid for use only with MiTekm connectors. This design is based only upon parameters shown, and is for on individual building component, not truss system. Before use. the building designer must verify the applicability of design parameters and properly incorporate this design into the overall Nil building design Bracing indicated is to prevent buckling of individual truss web end/or chord members only Additional temporary and permanent bracing M iTe k• Is always required for stability and to'prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication, storage, delNery, erection and bracing of trusses and truss systems, see ANSVTP11 Quality Criteria, DSB49 and BCSI Building Component 69D4 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alemndna, VA 22314. Tampa, FL 36610 r Job Truss Truss Type Oty Park Sq/Barcelone-A or C TRAYPly T13452442 P2392ACT JS JACK 4 1 Job eee ce o t a11 Mid-Flonda Lumber, - Bartow, FL. 8.130 s Sep 15 2017 M Tek Industries, Inc. Fri Mar 9 10:52.20 2018 Page 1 ID.IbEL2vgrkv4uEJUYC2jFzkFng-EX 105uY1! KITOrreO51ugtgPf,ACxvyhJf3g2czcgav 1-0-0 5-M 5-0-0 2x4 = LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.32 TCDL 10.0 Lumber DOL 1.25 BC 0.26 BCLL 0.0 Rep Stress Incr YES WB 000 BCDL 10.0 Code FBC2017/rP12014 Matrix -MP LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3= 1 27/Mechanical, 2=264/0-3-8. 4=64/Mechanical Max Horz 2=108(LC 12) Max Uplift 3=64(LC 12), 2=73(LC 12) Max Grav 3=127(LC 1), 2=264(LC 1), 4=91(LC 3) FORCES. (lb) - Max. Comp./Max Ten - All forces 250 (lb) or less except when shown Scale = 1:17.0 DEFL. in (loc) I/deft L/d PLATES GRIP Vert(LL) 0.04 4-7 >999 240 MT20 244/190 Vert(CT) -006 4-7 >988 180 Horz( CT) -0.00 3 n/a n/a Weight: 18 lb FT = 20 % BRACING - TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind ASCE 7-10, Vuh=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf, h=25ft, B=45ft; L=24ft; eave=oft; Cat. II, Exp B, Encl.. GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0. Interior(1) 2-0-0 to 4-11-4 zone;C-C for members and forces 3 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent 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 wide will fit between the bottom chord and any other members 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 64 lb uplift at joint 3 and 73 lb uplift at joint 2. This item has been electronically signed and sealed by ORegan, Philip, 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. Philip J. ORegan PE No.58126 MITek USA, Inc. FL Cart 034 6904 Parke East Blvd. Tampa FL 33610 Date: March 9,2018 Q WARNING . Verify design parsmaters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with M7ekm connectors This design is based only upon parameters shown, end is for an Individual building component, not • a truss system Before use, the building designer must verify tha applicability of design parameters and property Incorporate this design into the overall Ni building design. Brocing indicated is to prevent buckling of Individual truss web andlor chord members only. Additional temporary and permanent bracing M iTek' isalwaysrequiredforstabilityandtopreventcollapsewithpossiblepersonalinjuryandpropertydamageForgeneralguidanceregardingthefabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPIII Quality Criteria, DSB-0e and SCSI Building Component 6904 Parka East Blvd Safety Information avallable from Truss Plate Institute, 218 N Lee Street. Suite 312. Alexandra, VA 22314. Tampa, FL 36610 Job Truss Truss Type oty Ply Park Sq/Barcelona-A or C TRAY T13452443 P2392ACT J7 JACK 17 1 Job Reference (optional Mid-Flonda Lumber, Bartow, FL. 1-0-0 7-0.0 3x4 = 8.130 s Sep 15 2017 MiTek Industries. Inc. Fri Mar 9 10:52:20 2018 Page 1 ID:IUEL2vgrkv4uEJUYC2j FzkFng-EX 105uW1KITOrreO5jugtgKhvppxvyhJf3g2czogav 7-0-0 7-0-0 i Plate Offsets (X Y)— 12:Edoe 0-0-41 LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 10.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2017frP12014 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 CSI. DEFL. in loc) I/deft L/d TC 0.70 Vert(LL) 0.12 4-7 679 240 BC 0.54 Vert(CT) 0.24 4-7 348 180 WB 0.00 Horz(CT) 0.00 2 n/a n/a Matrix -MP REACTIONS. (lb/size) 3=183/Mechanical, 2=342/0-3.8, 4=90/Mechanical Max Horz 2=141(LC 12) Max Uplift 3=93(LC 12). 2=82(LC 12) Max Grav 3=183(LC 1), 2=342(LC 1), 4=129(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Scale = 1:21 8 PLATES GRIP MT20 244/190 Weight, 24 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10. Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf, BCDL=3.Opsf; h=25ft; B=45ft, L=24ft; eave=oft; Cat. II, Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Intenor(1) 2-0-0 to 6-11-4 zone,C-C for members and forces 3 MWFRS for reactions shown, Lumber DOL=1.60 plate grip DOL=1 60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent 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 wide will fd between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 93 lb uplift at joint 3 and 82 lb uplift at joint 2. This Item has been electronically signed and sealed by ORegan, Philip, 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. Philip J. O'Regan PE No.58116 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 9.2018 Q WARNING - Verity deal,. Parameters and READ NOTES ON THIS AND INCLUDED MITEX REFERENCE PAGE Mil-7473 rm IOM312015 BEFORE USE. Design valid for use only with Mrrek® connectors. This design is based only upon parameters shown, and is for an individual building component, not • a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web andlor chord members only Additional temporary and pe.nanerit bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTP11 Quality Criteria, DSB4e and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Oty Ply Park Sq/Barcelona-A or C_TRAY T13452444 P2392ACT J7T SPECIAL 3 1 Job Reference (optional Mid-Flonda Lumber, Bartow, FL. 8.130 s Sep 15 2017 MTek Industries, Inc. Fri Mar 9 10:52:21 2018 Page 1 I D.IU EL2vq rkv4 u EJU YC 2j FzkF ng-jjbOJ DZ8 Ue 0 KO?O rao E 7 N5NTF JC I g M CgXJpOa2zcg au 1-0-0 2-1-12 2 7.0-0 1-D-o 2-1-12 0-1-1 2 4-8-8 4 2x4 = LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.78 TCDL 10.0 Lumber DOL 1.25 BC 0.33 BCLL 0.0 Rep Stress Incr NO WB 0.00 BCDL 10.0 Code FBC2017/TPI2014 Mainx-MP LUMBER - TOP CHORD 2x4 SP No.1 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 4=214/Mechanical, 2=352/0-3-8, 5=49/Mechanical Max Harz 2=143(LC 12) Max Uplift 4=101(LC 12), 2=91(LC 12) Max Grav 4=214(LC 1), 2=352(LC 1), 5=99(LC 3) FORCES. (lb) - Max. Comp./Max Ten. - All forces 250 (lb) or less except when shown. Scale = 1 21.7 DEFL. in (loc) Udefl L/d PLATES GRIP Vert(LL) 0.20 3 >394 240 MT20 244/190 Vert(CT) -0.31 3 >263 180 Horz(CT) 0.16 5 n/a n/a Weight 25 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 1D-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10: Vult=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf; BCDL=3 Opsf; h=25ft; B=45ft, L=24ft; eave=4ft, Cat. II, Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0. Intenor(1) 2-0-0 to 6-11-4 zone;C-C for members and forces 3 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurreni 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 wide will fd between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 101 lb uplift at joint 4 and 91 lb uplift at joint 2. 6) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2. This item has been electronically signed and sealed by ORegan, Philip, 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. Philip J. O'Regan PE No.58126 MiTok USA, Inc. FL Cert 6634 690! Puke East Blvd. Tampa FL 33610 Date: March 9,2018 Q WARNING - Vallly daslgn p.—f— and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 ray. f010312015 BEFORE USE. Design valid for use only with MrrekV connectors This design is based only upon parameters shown, and is for an Individual building component, not Nilatrusssystem. Before use. the building designer must verity the applicability of design parameters and property incorporate this design into the overall Abuildingdesign. Bracing indicated is to prevent buckling of individual truss web andlor chord members only. Additional temporary and permanent bracing iTe k, is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the iVi fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPil Quality Criteria, DSB49 and BCSI Building Component 6904 Parke East BNtl Salary Information available from Truss Plate Institute. 21a N Lee Street, Suite 312. Alexandns, VA 22314. Tampa, FL 36610 Job Truss Truss Type city Ply Park SgBarcelona-A or C_TRAY T13452445 P2392ACT KJ2 JACK 2 1 Job Reference (optional Mid-Florida Lumber, • Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Mar 9 10 52,23 2018 Page 1 ID:IIiEj_2vgrkv4uEJUYC2jFzkFng-f6l9jvb07Fg2FIZDhDGbS WSzz6xY8Gi77dlVfxzcgas 1-50 4-0-1 1-5-0 4-0-1 Scale = 1:11.5 2x4 = 4-0-1 4-0 i 1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Gnp DOL 1.25 TC 0.19 Vert(LL) -0.01 4-7 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.16 Vert(CT) -0.02 4-7 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(CT) 0.00 2 n/a n/a BCDL 10.0 Code FBC2017rTP12014 Matrix -MP Weight: 15 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-0-1 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=94/Mechanical, 2=256/0-5-11, 4=47/Mechanical Max Horz 2=75(LC 8) Max Uplift 3=49(LC 8), 2=-96(LC 8) Max Grav 3=94(LC 1), 2=256(LC 1), 4=70(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown NOTES- 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf, BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4tt; Cal. II; Exp B; Part. Encl., GCpi=0.55; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent 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 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 49 lb uplift at joint 3 and 96 Ib uplift at joint 2. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 3 lb down and 27 lb up at 1-6-12, and 3 lb down and 27 lb up at 1-6-12 on top chord, and 2 Ib up at 1-6-12, and 2 lb up at 1-6-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). This item has been LOAD CASE(S) Standard electronically signed and1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 sealed by ORegan, Philip, PEUndoneLoads (plf) Vert' 1-3=60, 4-5=20 using a Digital Signature. Concentrated Loads (lb) Printed copies of this Vert. 9=4(F=2, B=2) document are not considered signed and sealed and the signature must be verified on any electronic copies. Philip J. O'Regan PE No.58126 MiTek USA, Inc. FL Cent 6634 69U Parke East Blvd. Tampa FL 33610 Date: March 9,2018 Q WARNING - Vedly daslgn ponmafars and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE I141II.7473 rov. 10/03/2013 BEFORE USE. Design valid for use only with Mrrekm connectors This design is based only upon parameters shown, and is for an individual building component, not • a truss system. Before use. the building designer must verify the applicability of design parameters and property incorporate this design into the overall Y building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stablluty and to prevent collapse with possible personal Injury and property damage For general guidance regarding the fabrication, storage, delivery. erection and bracing of trusses and truss systems, see ANSUTP11 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Informatlon available from Truss Plate Institute. 218 N Lee Street, Suite 312. Alexandria, VA 22314 Tampa, FL 36610 Job Truss Truss Type Oty Ply Park SgBaroelona-A or C TRAY T13452446 P2392ACT KJ3 JACK 2 1 Job Reference ontionall Mid-Flonda Lumber. Bartow. FL. 8 130 s Sep 15 2017 MiTek Industries. Inc. Fri Mar 9 10:52:24 2018 Page 1 ID:ItiEj_2vgrkv4uEJUYC2jFzkFng-71HXxFcOmZovtS80 Fxnq?j?7i WGStjyHDH 12BNzcgar 1-0-0 4-1-14 1 {yp 4-1-14 2x4 11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/clef] L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.25 Vert(LL) 0.04 4-5 999 240 TCDL 10.0 Lumber DOL 1.25 BC 0.24 Vert(CT) 0.04 4-5 999 180 BCLL 0.0 Rep Stress Incr NO WB 000 Horz(CT) 0.06 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MR LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (Ib/size) 3=78/Mechanical, 5=231/0-11-5. 4=33/Mechanical Max Horz 5=127(LC 8) Max Uplift 3=86(LC 8), 5=-149(LC 8), 4=39(LC 8) Max Grav 3=78(LC 1), 5=231(LC 1), 4=70(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown Scale = 1.18 7 PLATES GRIP MT20 244/190 Weight: 17 lb FT = 20% Structural wood sheathing directly applied or 4-1-14 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10. Vuh=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf; BCDL=3.Opsf, h=15ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp B. Part. Encl., GCpi=0.55; MWFRS (directional); end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurreni with any other live loads. 3) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 86 lb uplift at joint 3, 149 lb uplift at joint 5 and 39 lb uplift at joint 4. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 101 lb up at 1-6-12, and 101 lb up at 1-6-12 on top chord, and 45 lb up at 1-6-12, and 45 lb up at 1-6-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (ptf) Vert: 1-2=60, 2-3=60, 4-5=20 Concentrated Loads (lb) Vert: 6=66(F=33, B=33) 7=7(F=3, B=3) This item has been electronically signed and sealed by ORegan, Philip, 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. Philip J. O'Regan PE No.56126 hliTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tempe FL 33610 Date: March 9,2018 O WARNING - Verily design paramafars and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. f010 ,7015 BEFORE USE. Design valid for use only with Mrekm connectors. This design is based only upon parameters shown, and is for an Individual bullding component, not • a truss system Before use, the building designer must verity the applicability of design paameten and property incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek• is always required for stability and to prevent courpse with possible personal injury and property damage For general guidance regarding the fabrication, storage. delivery, erection and bracing of trusses and truss systems, see ANSVTP11 Quality Criteria, DSB 89 and BCSI Building Component 6904 Parke East Blvd. Safety Inforination available from Truss Plate Institute. 218 N. Lee Street. Sure 312. Alexendna. VA 22314. Temps. FL 36610 Job Truss Truss Type Oty Ply Park SgBarcelona-A or C TRAY T13452447 P2392ACT KJ5 JACK 2 1 Job Reference (optional Mid-Flonda Lumber, Bartow. FL. 8.130 s Sep 15 2017 MiTek Industries. Inc. Fri Mar 9 10:52:25 2018 Page 1 I D.ItiEL2vgrkv4uEJUYC2jFzkFng-bVgv8bceXlwmVgcpel3XxX9ywW8cACOSxnbjpzcgaq 1-5-0 3-9-6 7-0-14 1-5-0 3-9-6 I 3-3.8 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.80 Vert(LL) 0.11 4-7 781 240 TCDL 10.0 Lumber DOL 1.25 BC 0.60 Vert(CT) 0.25 4-7 341 180 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(CT) 0.00 2 n/a n/a BCDL 10.0 Code FBC2017rTP12014 Matnx-MP LUMBER. TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=183/Mechanical, 2=375/0-5-11. 4=95/Mechanical Max Horz 2=108(LC 8) Max Uplift 3=79(LC 8), 2=118(LC 8) Max Grav 3=183(LC 1), 2=375(LC 1), 4=129(LC 3) FORCES. (lb) - Max: Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Scale = 1 16.7 PLATES GRIP MT20 244/190 Weight: 24 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vuh=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf, BCDL=3.Opsf; h=25ft; B=45ft; L=24ft, eave=oft; Cat. II; Exp B. Encl., GCpi=0.18; MWFRS (directional), Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent 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 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 79 lb uplift at joint 3 and 118 lb uplift at joint 2. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 3 lb down and 11 lb up at 1-6-12, 3 lb down and 11 lb up at 1-6-12, and 3 lb down and 44 lb up at 4-4-12, and 3 lb down and 44 lb up at 4-4-12 on top chord, and 2 lb up at 1-6-12. 2 lb up at 1-6-12, and 5 lb down at 4-4-12, and 5 lb down at 4-4-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B) LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert1-3=60, 4-5=20 Concentrated Loads (lb) Vert: 10=4(F=2, B=2) 11=1O(F=5, B=-5) This item has been electronically signed and sealed by ORegan, Philip, 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. Philip J. O'Regan PE No.58126 MiTsk USA, Inc. FL Cart 6634 69U Parke East Blvd. Tampa FL 33610 Date: March 9,2018 Q WARNING - Varlfy design paramefers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rov. 1010312015 BEFORE USE. Design valid for use only with Mrreka, conneciont. This design is based only upon parameters shown, and is for an individual building component. not • a truss system. Before use. the building designer must verify the applicability of design parameters and property Incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web andlor chord members only. Additional temporary and permanent bracing M iTek' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage. delivery• erection and bracing of trusses and truss systems. am ANSVTPII Quality criteria, DSBJ! and BCSI Building Componom 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N Lee Street. Suite 312. Alexandria. VA 22314. Tampa. FL 36610 Job Truss Truss Type Oty Ply Park SgBarcelona-A or C_TRAY T13452448 P2392ACT KJ7 JACK 5 1 Job Reference (optional Mid-Flonda Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries. Inc. Fri Mar 9 10.52.26 2018 Page 1 ID:ItiEL2vgrkv4uEJUYC2jFzkFng-3hOH MxdGIA2d6mloNMgl484RFKuvLYnZha W9FFzcgap 5.2-5 9-10-13 7.5 0 5.2-5 4-8-8 Scale = 1.21 9 2x4 = 1.oxa n 5 3x4 = 5_2_5 9-10-13 4.8.8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) Udefl L/d PLATES GRIP TCLL 20.0 Plate Gnp DOL 1.25 TC 0.38 Vert(LL) -0.03 6-7 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.43 Vert(CT) -0.07 6-7 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.36 Horz(CT) 0.01 5 n/a n/a BCDL 10.0 Code FBC2017rrP12014 Matrix -MS Weight: 42 Ib FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=128/Mechanical, 2=511/0-5-11, 5=328/Mechanical Max Horz 2=142(LC 8) Max Uplift 4=70(LC 8), 2=-148(LC 8), 5=69(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-775/136 BOT CHORD 2-7=-208/708, 6-7=208/708 WEBS 3-7=0/275, 3-6=769/225 NOTES- ' 1) Wind: ASCE 7-10; Vuft=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft, Cal. II, Exp B, Encl.. GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent 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 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 70 lb uplift at joint 4, 148 lb uplift at joint 2 and 69 lb uplift at joint 5. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 3 Ib down and 11 Ib up at 1-6-12. 3 lb down and 11 lb up at 1-6-12. 3 lb down and 44 Ib up at 4-4-12, 3 lb down and 44 Ib up at 4-4-12, and 27 lb down and 77 Ib up at 7-2-11, and 27 lb down and 77 Ib up at 7-2-11 on top chord, and 2 lb up at 1-6-12, 2 Ib up at 1-6-12, 5 Ib down at 4-4-12, 5 lb down at 4-4-12, and 20 lb down at 7-2-11, and 20 Ib down at 7-2-11 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=60, 5-8=20 Concentrated Loads (III) Vert:, 1 3=53(F=27, B=27) 14=4(F=2, B=2) 15=10(F=5, B=-5) 16=-35(1`=17, B=17) This item has been electronically signed and sealed by ORegan, Philip, 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. Philip J. ORegan PE No.58126 MiTek USA, Inc. FL Cart 604 69114 Parke East Blvd. Tempe FL 33619 Date; March 9,2018 WARNING - VaAry design pararnw and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 114II-7473 ray. 101,1111,7015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not • a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design Bracing indicated Is to prevent buckling of individual trust web and/or chord members only. Addlbonal temporary and permanent bracing MiTek' is always required for stablllly and to prevent coaapse with possible personal injury and property damage. For general guidance regarding the fabrication. storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB2e and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312. Ale,ndna. VA 22314. Tampa, FL 36610 Job Truss Truss Type Oty Ply Park Sq/Barcelona-A or C TRAY T13452449 P2392ACT KJ7T SPECIAL 2 1 Job Reference (optionall Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MTek Industries, Inc. Fn Mar 9 10:52.27 2018 Page 1 I D:ItiEj_2vgrkv4uEJUYC2jFzkFng-XWHeu3UAUkwl?w3LXdMdV 1j6b40?jwEGioizcgao 3-2-2 6-4-11 9-10-13 1-5-0 3-2-2 3-2-9 3-6-1 ox n 4x4 = LOADING (psl) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.82 TCDL 10.0 Lumber DOL 1.25 BC 0.92 BCLL 0.0 Rep Stress Incr NO WB 0.30 BCDL 10.0 Code FBC2017/TPI2014 Matnx-MS LUMBER - TOP CHORD 2x4 SP DSS BOT CHORD 2x4 SP No.2 *Except' 3-9 2x4 SP No.3, 3-6. 2x4 SP No.t WEBS 2x4 SP No.3 REACTIONS. (lb/size) 5=70/Mechanical, 2=500/0-5-11, 6=367/Mechanical Max Horz 2=142(LC 8) Max Uplift 5=40(LC 8), 2=148(LC 8), 6=101(1-C 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-1015/253 BOT CHORD 3-8=-312/978, 7-8=313/981 WEBS 4-8=-27/299, 4-7=1056/337 Stale = 1:21 4 DEFL. in (loc) Well L/d PLATES GRIP Vert(LL) -0.23 3-8 >521 240 MT20 244/190 Vert(CT) -0.47 3-8 >253 180 Horz(CT) 0.18 6 n/a n/a Weight 40 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-10-6 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vuh=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf, BCDL=3.Opsf, h=25ft; B=45ft; L=24ft, eave=oft; Cal. II; Exp B; Encl., GCpi=0.18: MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Ops1 on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 40 lb uplift at joint 5, 148 lb uplift at joint 2 and 101 Ib uplift at joint 6. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 3 Ib down and 11 lb up at 1-6-12, 3 lb down and 11 lb up at 1-6-12. and 33 lb down and 76 lb up at 7-2-11, and 33 lb down and 76 lb up at 7-2-11 on top chord, and 2 lb up at 1-6-12, 2 lb up at 1-6-12, at 4-4-12. at 4-4-12, and 2 lb down at 7-2-11, and 2 lb down at 7-2-11 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert. 1-3=60, 3-5=60, 9-10=20, 3-6=20 Concentrated Loads (lb) Vert, 14=66(F=33, 8=33) 15=4(F=2, B=2) 17=2(1`=-1, B=1) This item has been electronically signed and sealed by ORegan, Philip, 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. Philip J. O'Regan PE No.58126 MiTak USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 3361D Date: March 9,2018 Q WARNING - Vanity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE AVI.7473 rov. 1010312015 BEFORE USE. Design valid for use only with Mrek® connectors. This design is based only upon parameters shown, and is for an individual building component, not • truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to proven[buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek• is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTP11 Quality Criteria, DSB-09 and BCSI Building Component 6904 Parke East Blvd Safety Information avallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Tampa, FL 36610 Job Truss Truss Type City Ply Park Sq/Barcelona-A or C TRAY T13452450 P2392ACT M1 JACK 1 1 Job Reference(optional) Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries. Inc. Fri Mar 9 10:52:27 2018 Page 1 I D:I U EL2vgrkv4 u EJ U YC2j Fz kF ng-XWHeu3UAU kwl?w3LXd Md bKj7 Ci44 hjwE Gioizcgao 3x4 = 2x4 11 Scale = 1 17.0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.42 Vert(LL) -0.05 3-5 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.86 Vert(CT) -0.10 3-5 >592 180 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC2017rTP12014 Matrix -MP Weight: 23 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins, BOT CHORD 2x6 SP No.2 except end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 8-0-9 oc bracing. REACTIONS. (lb/size) 1=513/0-3-8, 3=597/Mechanical Max Horz 1=81(LC 8) Max Uplift 1=11O(LC 8), 3=177(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown NOTES- 1) Wind: ASCE 7-10, Vuh=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf, BCDL=3.Opsf; h=25ft; B=45ft, L=24ft; eave=4ft, Cat. 11; Exp B. Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent 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 wide will rh between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 110 lb uplift at joint 1 and 177 lb uplift at joint 3. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 116 to down and 41 lb up at 1-1-13. and 606 lb down and 181 lb up at 3-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. ' 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). This Item has been electronically signed andLOADCASE(S) Standard 1) Dead +Roof Live (balanced) Lumber Increase=1.25, Plate Increase=1.25 sealed by ORegan, Philip, PE Uniform Loads (pIf) using a Digital Signature. Vert: 1-2=60, 1-3=20 Printed copies of this Concentrated Loads (lb) r document are not considered Vert: 5=116(B) 6= 606(B) signed and sealed and the signature must be verified on any electronic copies. Philip J. O'Regan PE No.58126 MiTek USA, Inc. FL Cert 6W 69U Puke East Blvd. Tamps FL 33610 Date: March 9,2018 QWARNING - Verfly design peramofers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1.7473 rev. 10/03/2015 BEFORE USE. weeie Design valid for use only with Mrek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not • a truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design into the overall building design. Bracing -indicated is to prevem buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB49 and SCSI Building Component 6904 Parke East Blvd Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Mexandns, VA 22314 Tampa, FL 36610 Job Truss Truss Type Oty Ply Park Sq/Barcelona-A or C TRAY T13452451 P2392ACT M2 JACK 1 1 Job Reference (optional) Mid -Florida Lumber, Bartow, FL. 3x4 = 5-0-0 8 130 s Sep 15 2017 MTek Industries, Inc. Fri Mar 9 10 52:28 2018 Page 1 I D:19EL2vgrkv4uEJUYC2jFzkFng-?4 W2ndfXgoJLM4SBUnsm9Z9nl7alpXxs8u?GKBzcgan Scale c 1 17.0 2x4 II r i LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 10.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Incr NO BCDL 10.0 Code FBC2017/TPI2014 CSI. DEFL. in loc) Udefl L/d TC 0.34 Vert(LL) 0.03 3-5 999 240 BC 0.44 Vert(CT) 0.06 3-5 972 180 WB 0.00 Horz(CT) 000 3 n/a n/a Matrix -MP LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.2 BOT CHORD REACTIONS. (lb/size) 1=463/0-3-8, 3=349/Mechanical Max Harz 1=81(LC 8) Max Uplift 1=121(LC 8), 3=125(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown PLATES GRIP MT20 244/190 Weight 23 lb FT = 20% Structural wood sheathing directly applied or 5-0-0 oc puffins, except end verticals. Rigid telling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph, TCDL=4 2psf, BCDL=3.Opsf; h=25ft; B=45ft, L=24ft; eave=oft; Cal. II; Exp B; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent 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 wide will fit between.the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 121 lb uplift at joint 1 and 125 lb uplift at joint 3. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 235 lb down and 92 lb up at 0-10-12, and 188 lb down and 88 lb up at 2-10-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-2=60, 1-3=20 Concentrated Loads (lb) Vert: 5=235(F) 6=188(F) This item has been electronically signed and sealed by ORegan, Philip, 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. Philip J.0'Regan PE No.58126 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd Tampa FL 3361D Date: March 9,2018 Q WARNING - Verify design parsmafers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rsv 10/03/2015 BEFORE USE. Design valid for use only with MITekm connectors This design is based only upon parameters shown, and is for an individual building component. not • a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web end/or chord members only. Additional temporary and permanent bracing M iTek' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication. storage• delivery, erection and bracing of trusses and truss systems, a" ANSVTP11 Quality criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information Avallable from Truss Plate Institute, 218 N Lee Street. Suite 312, Alexandria, VA 22314. Tampa. FL 36610 Symbols Numbering System J& General Safety Notes PLATE LOCATION AND ORIENTATION 3/4' Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. 0-11fi r For 4 x 2 orientation, locate plates 0- 'lid' from outside edge of truss. This symbol indicates the required direction of slots in connector plates. Plate location details available in MiTek 20120 software or upon request. PLATE SIZE The first dimension is the plate 4 x 4 width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. BEARING Indicates location where bearings Ono (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSIITPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. SCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. 6-4-8 dimensions shown in ft-in-sixteenths Drawings not to scale) 1 2 3 TOP CHORDS c1-2 c2-a o LEBSe4 0 of O 0- c a csa css O BOTTOM CHORDS JOINTS ARE GENERALLY NUMBEREDILETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERSILETTERS. PRODUCT CODE APPROVALS ICC- ES Reports: ESR- 1311, ESR-1352, ESR1988 ER- 3907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. 2012 MiTek® All Rights Reserved W1 0 MiTek a MiTek Engineering Reference Sheet: MII-7473 rev. 10/03/2015 Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See SCSI. 2. Truss bracing must be designed by an engineer For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. 7 Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabncalor. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specked. 13. Top chords must be sheathed or purlins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ft spacing, or less, it no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or after truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSIfrPI 1 Quality Criteria. 24" 7'- 4" I 15'- 11 1 /2" WAI 1I 21'- 0 1 /2" I 6'- 0" I 5'- 6" 7'-0" F3 F5A IN -at 1 -5/4 611011UUU F2 F5 j U U c i N CV CJ3 F2 F5 v v F- LL LL LL LL CJ5 F2 4 F5 J7 F2 F5 EJ7 F2 F5 J7 F12 F1 a F8 II J J7a e FT5 2-PLY p v N 9'- 101/2" F8F1e F12 F1 I 5'-4" i HGUS26-3 e v a o J7 F8 al F12 a II o N CJS CJ3 v a FS1312-PLY F10 FT3 3-PLY B2 2-PLY f— 2nd FLOOR WALL FSA B3 2-PLY I LL LL U LO Cl) U U 94 3-PLY v v F9 F9 a e CJ U CJS c U v 12'- 2" F9 a a a gi< J3 2 x 6 LEDGER BOTTOM AT 10'- 8iv CJ3 V J3 Ti ti ii 6, 4„ d r tL F9 J3 1 II i U U CO C7 LL ( 7 CDvV CJ F9A U 10'- 8 BRG. HGT. 12'-8" —1— 1V-8" 2'- 3 1/2" 6'-101/2" —1— —1— 9'-4„ NOTE: SEE ENGINEERING PROFILES FOR SPECIAL CONNECTIONS AND NAILING SCHEDULES. FLOOR SPACING 24" O.C. UNLESS OTHERWISE NOTED. ALL WALLS SHOWN ARE LOAD BEARING AT 9'-4" UNLESS OTHERWISE NOTED. LVL BM.' BOTTOM 3'- 0"—I ``/0 1'- 7 3/4" HEEL AT 9'- 4" \ I 10'- 6" 1 I NOTE: 2nd FLOOR OVER ENTRY CEILING AT 9'- 4" FIRST FLOOR APPROVED TRUSS ANCHOR BY BUILDER BOTTOM =4x2 TOP = 4x2 2x4 Cont. Band TRUSS END DETAIL APPROVED TRUSS ANCHOR BY BUILDER PLUMB CUT OVERHANG HEEL HEIGHT = 2 x 4 BOTTOM = 2 x 4 TOP= 2x4 12 6.0 11111' i i 0 12 La 12" TRUSS END DETAIL A L 23 - HHUS46 FLR. HGRS O 1 - HGUS26-3 3-PLY HGR MID - FLORIDA LUMBER ACQUISITIONS BARTOW, FLORIDA TRUSS LOADING CONDITIONS ROOF TRUSSES I FLOOR TRUSSES TOP CHORD LIUE 200 7OP CHORD LIUE 400 TOP CHORD DEAD 100 ITOP CHORD DEAD. 100 BOTTOM CHORD DEAD 100 BOTTOM CHORD DEAD. 50 ITOTAL LORD IPSF) 400 ITOTRL LORD (PSF) 550 STRESS INCREASE 125 ISTRESS INCREASE 10 THIS TRUSS SYSTEM HRS BEEN DESIGNED WITH LORDS (ENERRTEO BY 140 MPH WINDS USlld'i 42 PSF TOP CHORD DEAD LORD RND 30 PSF BOTTOM CHORD DERD LORD 0 MILES FROM )1JRRICf1E OCEfI,1-INE CRT. II EXP B DRSCE 7.10) BALDER 2392 - A or C Park Square Homes to RI1IM 12" TRAY CLG. OPT. mn. Barcelona - A or C am P2392ACT a a N/A 7-21-17 Bmax d 19 1 /2" 24" 24" 7'- 0" 1 19'- 11 1 /4" I I 9'- 9" I 9'- 3" 1 9 1/4" 12'- 8" 30'- 2" 9'- 6" I NOTE: SEE ENGINEERING PROFILES FOR SPECIAL CONNECTIONS AND NAILING SCHEDULES. FLOOR SPACING 24" O.C. UNLESS OTHERWISE NOTED. ALL WALLS SHOWN ARE LOAD BEARING AT 9'-0" UNLESS OTHERWISE NOTED. 0 co SECOND FLOOR APPROVED TRUSS ANCHOR BY BUILDER BOTTOM =4x2 TOP = 4x2 2x4 Cont. Band v--% TRUSS END DETAIL APPROVED TRUSS ANCHOR BY BUILDER PLUMB CUT OVERHANG HEEL HEIGHT = 2 x 4 BOTTOM = 2 x 4 TOP= 2x4 12 6.0 i / o 12" TRUSS END DETAIL J L 22 - HUS26 1-PLY HGR O 1 - HGUS26-2 2-PLY HGR MID - FLORIDA LUMBER ACQUISITIONS BARTOW, FLORIDA TRUSS LOADING CONDITIONS ROOF TRUSSES FLOOR TRUSSES 70P CHORD LILE 260 TOP CHORD LIVE 400 TOP CHORD DEAD 100 TOP CHORD DEAD: 100 BOTTOM CHORD DEAD 100 BOTTOM CHORD DEAD 50 TOTAL LORD (PSF) 400 TOTAL LOAD (PSF) 550 THIS TRUSS SYSTEM HRS BEEN DESIGNED WITH LORDS GENERATED BY 140 MPH WINDS USING 42 PSF TIP CHORD DEAD LORD AND 30 PSF BOTTOM CHORD DEAD LORD 0 MILES FROM HURRICANE DCEANLINE. CRT. II. EV B MEE 7-101 2392 - A or C uL Square Homes TRAY CLG. OPT. Barcelona - A or C P2392ACT IMLEN/A r721-17I em- RECORD COPY i n City of Sanford Building and Fire Prevention Product Approval Specification Form JLDING 1 g- 1 627 Permit # Project'Location Address SAN` pRD As required by Florida Statute 553.842 and Florida Administrative Code 9N-3, please provide the information and product approval number(s) on the building components listed below if they are to be utilized on the construction project for which you are applying for a building permit. We recommend that you contact your local product supplier should you not know the product approval number for any of the applicable listed products. Be aware that windows, skylights, and exterior doors must be tested in accordance with the Florida Building Code, Section 1714.5. More information about Statewide Product Approval can be obtained at www.floridabuilding.org. The following information must be available on the jobsite for inspections: 1. This entire product approval form 2. A copy of the manufacturer's installation details and requirements for each product. Category / Subcategory Manufacturer Product Description Florida Approval # include decimal 1. Exterior Doors Swinging Therma - Tru Single Door FL8871.5 Sliding MI Windows and Doors Series 420 Alum SGD - 2 Panel FL 15332.4 Sectional Clopay Building Products 94rf40-W4 FL15279.20 Roll U Automatic Other 2. Windows - Single Hung MI Windows & Doors Series GA 185 Aluminum SH FL 17499.2 Horizontal Slider Casement Double Hun Fixed MI Windows & Doors Series GA 185 Alum Picture Fixed FL15349.1 Awning Pass Through Projected. Mullions MI Windows & Doors 5764 Verical Alum Mullion FL 15353.2 Wind Breaker Dual Action Other June 2014' • j Category/Subcategory• Manufacturer Product Florida Approval # decimal 3. Panel Walls Description(including Siding James Harding Bldg Products Hardie Panel FL13223.2 Soffits Aluminum Coils, Inc Coils / Soffits FL12194 1 Storefronts Curtain Walls Wall Louver Glass block Membrane Greenhouse E.P.S Composite Panels Other 4. Roofing Products Asphalt Shingles IKO Industries, LTD Asphalt Shingles / Cambridge FL7006.1 Underla ments Warrior Roofing 15 and #30 Roofing Felt FL2346.1 Roofing Fasteners Nonstructural Metal Roofing Wood Shakes and Shingles Roofing tiles Roofing Insulation Waterproofing Built up roofing System Modified Bitumen Single Ply Roof. Systems Roofing slate Cements/ Adhesives / Coating Liquid Applied Roofing Systems Roof Tile adhesive Spray Applied Polyurethane Roofing E.P.S. Roof Panels Roof Vents Other June 2014 Category / Subcategory Manufacturer Product Description Florida Approval # include decimal 5. Shutters . Accordion Bahama Colonial Roll u Equipment Other 6. Skylights Skylights Other 7. Structura.l Components Wood Connectors / Anchors . Truss Plates Engineered Lumber Railing Coolers/Freezers Concrete Admixtures Precast Lintels Insulation Forms Plastics Deck / Roof Wall Prefab Sheds Other 8.'New Exteribr Envelope Oroducts- Applicant's Signatu Applicant's Name rn C)., Please Print) June 2014 Florida Building Code Online Page 1 of 3 iiM.. , f BCIS Home " Log In User Registration Hot Topics Submit Surcha rpe Stats B Facts ; Publications FBC Staff ; BCIS Site Map Links Search a Yb a': Product Approval r USER, Public User Product Approval Menu > Product or Application Search > Application Lis[ > Application Detail FL # FL8871-R8 Application Type Revision Code Version 2017 Application Status Approved Comments Archived Product Manufacturer Therma-Tru Corporation Address/Phone/Email 118 Industrial Drive Edgerton, OH 43517 419)298-1740 rickw@rwbldgconsultants.com Authorized Signature Vivian Wright rickw@rwbidgconsultants.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Exterior Doors Subcategory Swinging Exterior Door Assemblies Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Lyndon F. Schmidt, P.E. the Evaluation Report Florida License PE-43409 Quality Assurance Entity National Accreditation and Management Institute Quality Assurance Contract Expiration Date 12/31/2021 Validated By Ryan ]. King, P.E. 0 Validation Checklist - Hardcopy Received Certificate of Independence FL8871 R8 COI (b) Certificate of Indeoendence.Ddf Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Standard Year ASTM D1929 1996 ASTM D2843 1999 ASTM D635 2003 ASTM E1300 1998 ASTM E84 2000 ASTM G26 1995 TAS 201, 202, 203 1994 Florida Licensed Professional Engineer or Architect FL8871 R8 Eouiv (b) Eouivalencv of Standards.odf http://NA,xN-Ar.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQ A tDgty3Ij Wal:2nHrp... 2/10/2018 Florida Building Code Online Page 2 of') Sections from the Code Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved Summary of Products Method 1 Option D 10/17/2017 10/17/2017 10/19/2017 12/12/2017 FL # Model, Number or Name Description 8871.1 I a. "ClassicCraft Rustic" Series 3'6 x 8'0 "Impact" Opaque Fiberglass Radius Top Single Door (X) - Inswing or Outswing Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL8871 R8 II (b) Inst 8871.1.odf Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: See INST 8871.1 for Design Pressure Ratings by FL8871 R8 AE (b) Eval 8871.1.1)df specific Model and for any other additional use limitations Created by Independent Third Party: Yes and installation instructions. 8871.2 b. "ClassicCraft" or "ClassicCraft 3'6 x 8'0 "Impact" Opaque Fiberglass Single Door (X) Rustic" Series Inswing or Outswing Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL8871 R8 II (b) Inst 8871.2.odf Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: See INST 8871.2 for Design Pressure Ratings by FL8871 R8 AE (b) Eval 8871.2.odf specific Model and for any other additional use limitations Created by Independent Third Party: Yes and installation instructions. 8871.3 c. "ClassicCraft" or "ClassicCraft 316 x 8'0 "Impact" Opaque Fiberglass Single Door with Rustic" Series Sidelite (OX or XO) - Inswing or Outswing Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL8871 R8 II (b) Inst 8871.3.odf Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: See INST 8871.3 for Design Pressure Ratings by FL8871 R8 AE (b) Eval 8871.3.odf specific Model and for any other additional use limitations Created by independent Third Party: Yes and installation instructions. (For FiberClassic and SmoothStar sidelites, this product approval requires the use of "I" part numbers for these sidelites, which have been stained or painted within six months of installation.) 8871.4 I d. "ClassicCraft" or "ClassicCraft 3'6 x 8'0 "Impact" Opaque Fiberglass Single Door with Rustic" Series Sidelites (OXO) - Inswing or Outswing Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL8871 RS II (b) Inst 8871.4.odf Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: See INST 8871.4 for Design Pressure Ratings by FL8871 R8 AE (b) Eval 8671.4.odf specific Model and for any other additional use limitations Created by Independent Third Party: Yes and installation instructions. (For FiberClassic and SmoothStar sidelites, this product approval requires the use of ")" part numbers for these sidelites, which have been stained or painted within six months of installation.) 8871.5 e. "FiberClassic" or "SmoothStar" 3'0 x 8'0 "Impact" Opaque Fiberglass Single Door (X) I Series Inswing or Outswing Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL8871 R8 II (b) Inst 8871.5.odf Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: See INST 8871.5 for Design Pressure Ratings by FL8871 R8 AE (b) Eval 8671.5.1)df specific Model and for any other additional use limitations Created by Independent Third Party: Yes and installation instructions. http://vA,.floridabuildina.ora/pr/pr_app_dtl.aspx?param,GEVXQw") tDgt),Wak-2 rp... 2/10/2018 Florida Building Code Online Page 3 of 3 8871.6 f. "FiberClassic" or "SmoothStar" 3'0 x 8'0 "Impact" Opaque Fiberglass Single Door with Series Sidelite (OX or XO) - Inswing or Outswing Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL8871 R8 II (b) Inst 8871.6.odf Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: See INST 8871.6 for Design Pressure Ratings by FL8S71 R8 AE (b) Eval 8871.6.Ddf specific Model and for any other additional use limitations Created by Independent Third Party: Yes and installation instructions. (For FiberClassic and SmoothStar sidelites, this product approval requires the use of "I" part numbers for these sidelites, which have been stained or painted within six months of installation.) 8871.7 g. "FiberClassic" or "SmoothStar" 3'0 x 8'0 "Impact" Opaque Fiberglass Single Door with Series Sidelites (OXO) - Inswing or Outswing Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL8871 R8 11 (b) Inst 8871.7 odf Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: See INST 8871.7 for Design Pressure Ratings by FL6671 R8 AE (b) Eval 8871.7 Ddf specific Model and for any other additional use limitations Created by Independent Third Party: Yes and installation instructions. (For FiberClassic and SmoothStar sidelites, this product approval requires the use of "I" part numbers for these sidelites, which have been stained or painted within six months of installation.) 8871.8 h. "FiberClassic", "SmoothStar", 6'0 x 8'0 "Impact" Opaque Fiberglass Double Door (XX) - ClassicCraft" or "ClassicCraft Inswing or Outswing Rustic" Series Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL8671 R8 II (b1 Inst 5671.8.odf Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: See INST 8871.8 for Design Pressure Ratings by FL8871 R8 AE (b) Eval 8871.8.odf specific Model and for any other additional use limitations Created by Independent Third Party: Yes and installation instructions. 8871.9 i. "FiberClassic", "SmoothStar", 6'0 x 8'0 "Impact" Opaque Fiberglass Double Door with ClassicCraft" or "ClassicCraft Sidelites (OXXO) - Inswing or Outswing Rustic" Series Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL6671 R8 II (b) Inst 8871.9.Ddf Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: See INST 8871.9 for Design Pressure Ratings by FL8871 R8 AE fb) Eva[ 8S71.9.odf specific Model and for any other additional use limitations Created by Independent Third Party: Yes and installation instructions. (For FiberClassic and SmoothStar sidelites, this product approval requires the use of "]" part numbers for these sidelites, which have been stained or painted within six months of installation.) Bain Nest Contact Us : • 2601 Blair Stone Road, Tallahassee FL 32399 Phone: 850-487-1624 The State of Flonda is an WEED employer. Coovnaht 2007-2013 State of Florida..: Privacy Statement :: Accessibility Statement .: Refund Statement Under Florida law, email addresses are public records. If you do not want your Lrmail address released in response to a Dublic-record5 request, do not send electronic mail to this entity. Instead, contact the office by phone or by traditional mall. If you have any questions, please contact 850.487.1395 *Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F S must provide the Department with an email address If they have one. The emalls provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public To determine if you are a licensee under Chapter 455, F.S., please click here . Product Approval Accepts: ICJ G: N[Il Credit Card Safe http://vA f.floridabuilding.org/pr/pr_app_dtl.aspx?param=urGEVXQNAgDgty3Ij Wak2nHrp... 2/10/2018 THERMAITRU.-- THERMA TRU 'DOORS- 1 1 Ei INDUSTRIAL DR., EDGERTON, H 4351 7 SMOOTH STAR '& FIBER CLASSIC FIBERGLASS SINGLE DOOR INSWING / OUTS WING GENERAL NOTES WPA,c r I. This product has been evaluated and is in compliance with the 6th Edition (2017( Florida Building Code (FBC) structural requirements including the "High Velocity Hurricane Zone' (HVHZ). 2. Product anchors shall be as fisted and spaced as shown on details. Anchor embedment to base molerial shall be beyond wall dressing or stucco. 3. When used In the "HVITP' Ihis product complies viilh Section 1626 of the Florida Building Code and does not require an impact resistant covering. 4. When used in areas outside of the 91VHZ" requiring wind Lome debris protection, this product complies with FBC Sections 1609.1.2 & R301.2.1.2 and does not require an Impact resistant covering. This product meets missile level "V and includes Wind Zone 4 as defined in ASTM E 1996 and FBC Sec lions 1609.1.2.21r R301.2.1.2.1. 5. For 2x stud framing construction, anchoring of these units shall be the same as that shown for 2x buck masonry construction. 6. Site condtions that deviate from the details of Ihis drawing require further engineering analysis by a licensed engineer or registered archllecl. 7. Oulswing configurations using coastal sill item N4 under active doors meet water Infiltration requirements for "HVIiZ". 8. Inswing configurations and outswing configurafigns using sill Item 85 under the door do not meet the water infilirafion requirements for the "HVHZ" and shall be installed only in non_habifable areas or of habitable locations protected by an overhang or canopy such that the angle between the edge of canopy or overhang to sill is less than 45 degrees. TABLE OF CONTENTS Typical elevations, design pressures IL general notes Door panel detals (Smooth star( Door panel detals (Fiber classic( PsHEErDESCRIPTIONHorizontalcross sections Vertical cross sections Buck and frame - 2X buck masonry construction rrame anchoring -1X buck masonry construction 8 Big of Materials S Components 37.75' MAX. FRAME WIDTH rr1_ 36.00'MAX. _ I PANEL WIDTH I W x x d IL a 0 0 P P X. sn oz\\ y11Qom 0 Z a W on p v U p Z Imo v\ l\ N g + 9 Uema a d A 4 nCZ D o J Q z v=r ZOVERALL: W._ DOOR )YFE F SWING; bE51GNPRESSURE.(FSF). F, tA1ME-; zDIMENSION.:P,OSITIVE%; IJEGA7IVE• INSWING 37.75" x 98.00" 80.0 80.0 SMOOTH OUTSWING 37.75" x 96.50" 80.0 80.0 STAR INSWING 37.75" x 9B.00" 80.0 80.0 FIBER OUTSWING 37.75" x 96.50" 80.0 80.0 CLASSIC See Sheet B for design pressure imitalbns. L. N.T.S. er: DINS BY: LFS role No.: FL-6871.5 1 or 8 AA 46 47 4i EXTERIOR' L DETAIL A -A J 0 DOOR ANEL Smoolh star 00000000000000000000000000000000000000000000000000000000000a- 000000000000000aaaaaaaa0000000aaaaaaaa0000000 00000 c 0000 0 00000 000000000000000000000000000000 L o0000 0000000000 00000 DETAIL A•A Panel relnlorcement INTERIOR 1 HORIZONTAL CROSS SECTION 2 I 4.0T I TYP. 4 CORNERS OF PANELcjo. t Tor RAIL 3 LOCR SntF i r.1.53"1 cq 0,0.(o ILA NINGE SnIF IS BOTTOM RAIL 28.86% OPEN AREA MAX. NOTE: WOOD DOOR COMPONENTS: PINE (SG >= 0.42) EXTERIOR N No czi is a rZ i Z 0 O OI ice•• t'y L Oi nn 7 o 00Z U N oi{ m N u 96omNi 7 maa a e n o oz d O '3a INTERIOR 2 VERTICAL CROSS SECTION 2 E N.T.S. By.. DWS e+: LFS mm W. FL-8871.5 2 or 8 p 64 66 67 61 EXTERIOR 67 61 L DETAIL A -A J DOOR NEL 60 Fb OR classk INTERIOR 1 HORIZONTAL CROSS SECTION 3 4.02' —I CORNERS OF PANEL J_LLLLIJJ P 6s TO RAIL 63 LOCK SnIE 00000000 —U7 000000000000000 000000000000000 0000000r- ooa00000000000s._1.53---I o0000000066 T 0000000000000000000000 0 — 000000000000000 000000C00o T 0000000 HINGESnIE ISO RAIL a0000000 000000028.86%OPEN 00000000 AREA MAX. 0000000 65 00000000 000000000000000DETAIL A•A Panel reinforcement NOTE: WOOD DOOR COMPONENTS: PINE (SG - 0.421 EXTERIOR on b' 2 NiYj Y •. z z a m o r rlrrl V H • Z Z m Z a Em • 96oa m E E 4 EazvvyJ w INTERIOR 2 VERTICAL CROSS SECTION 3 t: N.T.S. Err: DWS cr: LFS VM No: FL- 8871.5 3 or 8 P C c::: n N O r! r•' Q 9 8 l11111 onmi N .. e • v o 19 INTERIOR i o=u m e 90 oa m d a e e a E. uE °Z c el 2 v — 4 e . 3 d 3 4 EXTERIOR 40 e O in 18 14 G tn Zw 60 A m E r0 o E D 41 1-1/,"MIN. v EMB. (TYP.I I oUU B B aHORIZONTALCROSSSECTION_ mL q Shown w/IX sub -buck L 0.15" 0.15 mC'CSINKSINK I TYP.) TYP.) fn n 8 9 9 8 0 lV „N 0 U a WEW a. 0 g f/) 10 10 C n H INTERIOR o oaINTERIORp a oaa n ^ n ry O O N lZ-u 12 12 40 L C 11 60 EXTERIOR EXTERIOR 40 14 60 C 16 a-- 05 22 08 °z SME: N.T.S. 9 man.. en: DWS m' 1-1/1"MIN. E EMB (TYP.( Lrs aIIHORIZONTALCROSSSECTION2HORIZONTALCROSSSECTION 1 1/1"MIN FrnB (TYP I DPAWM rm: q Outswmgshown-Inswing 4 Outswingshown- !rowing FL-8871.5 0 n also approved also approved srrtn _L or 8 V EXTERIOR INTERIOR leVERTICAL CROSS SECTION Oulswing shown - Inswing also approved EXTERIOR 4 VERTICAL CROSS SECTION Inswing configuration see general notes, sheet 1 for •HVHr water Infiltration requirements INTERIOR n ' •. a a. . n EXTERIOR --//- INTERIOR 2 VERTICAL CROSS SECTION Shown w/IXsub-buck EXTERIOR INTERIOR 5 VERTICAL CROSS SECTION Inswing confguratlon see general Holes, sheet 1 for'HVHP water In(dtrallon requirements 0 N't7 z 4:0 z omV'., i c 01 n omm P s z o m dINTERIOREXTERIi'SR rrrl srs ` o M z uNo zm0. za N a tm 9 CW 40 10 60 o:cozv E It rn o 0 3 VERTICAL CROSS SECTION gU Oulswing configuration m Q see general notes, sheet I G o for" HVHZ waterinfllration of requirementsa n INTERIOR EXTERIOR b VERTICAL CROSS SECTION Oulswing confTlurallon see general nofes,sheel I for IIVHP water Infiltration requirements L. N. T.S. er: DWS m er: LFS 3 YWO rA: R a FL- 8871. 5 °o 5 or 8 0 MASONR OPENIN( 2X BUCK D 1 TYP. HEAD & T JAMBS 2O BUCK ANCHORING CONCRETE ANCHOR NOTES: 1. Concrete anchor locations at the comers may be adjusted to maintain the min. edge distance to mortar joints. 2. Concrete anchor locations noted as "MAX. ON CENTER" must be adjusted to maintain the min. edge distance to morlarjoinfs, additional concrete anchors may be required to ensure the 'MAX. ON CENTER' dimension are not exceeded. 3. Concrete anchor fable: HINGE JAMB ANCHOR. ANCHOR MIN. MIN. CLEARANCE MIN. CLEARANCE TYPE SIIE EMBEDMENT i0 MASONRY EDGE TO ADJACENT . ANCHOR ITW 1/4" 1-1/4" 2" 4" TAPCONs ELCO c 1/4" 1.1/4" 1" 4" ULTRACON WOOD SCREW INSTALLATION NOTES: I. Maintain a minimum 5/8" edge distance, I"end distance, d I"o.c. spacing of wood screws to prevent the splitting of wood. o` 2 m ioIIP11nUN •• F Z o= TYP. HEAD S Em S m Fn `u g d o a MASONRY JAMBS u maa`T OPENING c LLE00zo O c tj FRAME x z S5 2 ZUE,,U C 3 O 2X BUCK H o x a x cc a mm a FRAMEANCHORING STRIKEJAMB Masonry 2X buck conslrucllon HINGE DETAIL LATCH t DEADBOLT DETAIL srxc N.T.S. 5 On. BY: DWS m CHX BY: LFS 3 DRWM NO: m FL-8871.5 a sw 6 of 8 0 P LihN Fn N L FRAM IX BUC HINGE JAMB CONCRETE ANCHOR NOTES: 1. Concrete anchor locations al the comers may be adpusfed to maintain the min. edge distance to mortar joints. 2. Concrete anchor locations noted os "MAX. ON CENFER" musf be acqusfed to maintain the min, edge distance to mortar Joints. additional concrete anchors may be required to ensure the "MAX. ON CENTER" dimension are not exceeded. 3. Concrete anchor fable: ANCHOR„ ANCHOR MIN. ' MIN. CLEARANCE. MIN. CLEARANCE TYPE SIZE :' EMBEDMENT TO MASONRY TO AbJACENT EDGE. ANCHOR .. ITW 1ArCON 1/4" 1.1/1" 2" 4" 1 3/16" 1.1/4" 3" 1-1/r TarCoN WOOD SCREW INSTALLAHON NOTES: 1. Maintain a minimum 5Ar edge distance, 1'end distance, d I"o.c. spacing of wood screws to prevent the splitting of wood. FRAME ANCHORING Masonry IX buck construcliion L U L STRIKE JAMB o n m i V N '• f` y Z O ZU 6 g65a n maa v 4 I ccimE E. O 9 cg a (LU ] 2 17XU O U zz OO K m U an 14 o LATCH 6 DEADBOLT DETAIL HINGE DETAIL rr> j r W n •' nNQ OOryi Y n rv— z i 5/ 22/08 1 c N.T.S. s B+: DWS i ar: LFS 3 NM NO: a FL- 8871.5 2 C ET 7 or 8 Q BILL OF MATERIALS ITEM DESCRIPTION MATERIAL A 1 X BUCK SG >= 0.55 WOOD B 2X BUCK SG >= 0.55 WOOD C MAX. 1/4" SHIM SPACE WOOD D 1 /4" X 2.3/4" PFH ELCO OR rTW CONCRETE SCREW STEEL E MASONRY - 3,000 PSI MIN. CONCRETE CONFORMING TO ACI301ORHOLLOWBLOCKCONFORMINGTOASTMC90 CONCRETE G 3/16" X 3-1 /4" PFH ITW CONCRETE SCREW" STEEL J 1 /4" X 3-3/4" PFH ITW CONCRETE SCREW STEEL L 410 X 2-1/2" PFH WOOD SCREW 1.15- MIN. EMBEDMENT STEEL I INSWING ADJUSTABLE THRESHOLD (15300AJ) ALUM./WOOD 2 INSWING THRESHOLD (IS300HP5) ALUM./COMP. 3 INSWING SELF ADJUST THERMAL BREAK THRESHOLD (ISP30M) ALUM./COMP. 4 OUTSWING COASTAL THRESHOLD ALUM./WOOD 5 OUTSWING STANDARD THRESHOLD ALUM./WOOD 6 INSWING THRESHOLD ALUM./COMP. 7 DOOR BOTTOM SWEEP VINYL 8 JAMB PINE SG >= 0.42 WOOD 9 JAMB (OAK) SG >= 0.42 WOOD 10 WEATHERSTRIP FOAM 11 HINGE STEEL 12 If 10 X 3/4" PFH SCREW STEEL 13 89 X 3" PFH WOOD SCREW STEEL 14 LATCH STRIKE PLATE STEEL 15 SECURITY STRIKE PLATE STEEL 16 T8 X 2-1 /2" PFH SCREW STEEL 17 08 X 3/4" PFH SCREW STEEL 18 KWIKSET SERIES PASSAGE LOCK STEEL 19 KWIKSET SERIES DEADBOLT 660 STEEL 40 SMOOTH STAR DOOR - SEE DOOR PANEL DETAIL SHEET FOR DETAILS 41 DOOR SKIN 0.072" THK. (SMOOTH STAR) Fy = 6,000 PSI MIN. FIBERGLASS 42 TOP RAIL SMOOTH STAR COMP. 43 LOCK STILE SMOOTH STAR) WOOD/LVL 44 HINGE STILE SMOOTH STAR WOOD 45 BOTTOM RAIL (SMOOTH STAR) COMP. 46 PANEL REINFORCEMENT 0.023" THK. SMOOTH STAR STEEL 47 FOAM CORE POLYURETHANE 60 FIBER CLASSIC DOOR - SEE DOOR PANEL DETAIL SHEET FOR DETAILS 61 DOOR SKIN 0.137"THK. FIBER CLASSIC Fy = 6,000 PSI MIN. FIBERGLASS 62 TOP RAIL FIBER CLASSIC) COMP. 63 LOCK STILE (FIBER CLASSIC) WOOD/LVL 64 HINGE STILE FIBER CLASSIC WOOD 65 BOTTOM RAIL FIBER CLASSIC COMP. 66 PANEL REINFORCEMENT 0.023" THK. FIBER CLASSIC STEEL 67 FOAM CORE POLYURETHANE 4.56' tnc1 1 O e HEAD L SIDEJamb T THRESHOLD Inswing adrystable 5.8T T to THRESHOLD Inswvq selladlusl Lr 5.75 o 5 THRESHOLDOulswhrgstandard z O 6. Tam P, n m iITLaUlV4 m N L G 0 9 c w Sara w maa m C 4 F O= u w S d L (— S.BS iz r 2 THRESHOLD hawing adjustable j— 4.5T 16 THRESHOLD Oulswing coastal I— ` 5.83' 6 THRESHOLD Inwnng MAX. DESIGN PRESSURE _ +/- 50 PSF e N.T.S. BY: DWS er: LFS Mc rm: FL-8871.5 1 8 or 8 Florida Building Code Online Page 1 of 3 L BCIS Home Log In User Registration Hot Topics Submit Surcharge Stats & Facts Publications FBC Staff BOIS Site Map Links Search xrm u ApprovalProductnicaorUser Product Approval Menu > Product or Application Search > Agplication List > Application Detail FL # FL15332-R4 Application Type Revision Code Version 2017 Application Status Approved Comments Archived Product Manufacturer MI Windows and Doors Address/Phone/Email 650 West Market Street Gratz, PA 17030 717) 365-3300 Ext 2560 bsitlinger@mjwd.com Authonzed Signature Brent Sitlinger bsitlinger@miwd.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Empil Category Exterior Doors Subcategory Sliding Exterior Door Assemblies Compliance Method Evaluation Report from a Florida Registered Architect , or a Licensed Florida Professional Engineer Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Luis Roberto Lomas the Evaluation Report Florida License PE-62514 Quality Assurance Entity National Accreditation and Management Institute Quality Assurance Contract Expiration Date 12/31/2018 Validated By Steven M. Urich, PE r-1-f Validation Checklist - Hardcopy Received Certificate of Independence FL15332 RA COI FLCOI.pdf Referenced Standard and Year (of Standard) Standard Year AAMA/WDMA/CSA 101/l.S.2/A440 2008 Equivalence of Product Standards Certified By Sections from the Code Product Approval Method Method I Option D https:H,A,wW.flo ridab.ulldinQ.org/pr/pr_app_dtl.aspx?param=-\7,,GEVXQw-tDqtH8572qvdV/-Id... 2/1/2018 Florida Buildina Code Online Page 2 of 3 Date Submitted 08/11/2017 Date Validated 08/13/2017 Date Pending FBC Approval 08/15/2017 Date Approved 10/10/2017 Summary of Products FL # I Model, Number or Name Description 15332.1 SERIES 420 ALUMINUM SGD SERIES 420 ALUMINUM SGD OXO 145-3/4"xB0" NON - REINFORCED Limits of Use Installation Instructions Approved for use in HVHZ: No FL15332 R4 II 08-00500E.odf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL15332 R4 AE 510807D.odf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.2 SERIES 420 ALUMINUM SGD SERIES 420 ALUMINUM SGD OX, XO, XX 96"x80" NON - REINFORCED Limits of Use Installation Instructions Approved for use in HVHZ: No FL15332 R4 II 08-00498E odf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant. No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL15332 R4 AE 510805D.odf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.3 SERIES 420 ALUMINUM SGD SERIES 420 ALUMINUM SGD REINFORCED OXO REINFORCED 145-3/4"x96" Limits of Use Installation Instructions Approved for use in HVHZ: No FL15332 R4 II 08-02248C.Ddf Approved for use outside HVHZ: Yes Verified By:'Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL15332 R4 AE 512968C Ddf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.4 I SERIES 420 ALUMINUM SGD SERIES 420 ALUMINUM SGD REINFORCED OX, XO, XX196"x96" REINFORCED Limits of Use Installation Instructions Approved for use in HVHZ: No FL15332 R4 II 08-02249C Ddf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL15332 R4 .AE 512969C odf' PRESSURE RATINGS Created by Independent Third Party: Yes 15332.5 SERIES 420 ALUMINUM SGD SERIES 420 ALUMINUM SGD REINFORCED XXX 143"x96" REINFORCED Limits of Use. Installation Instructions Approved for use in HVHZ: No FL15332 R4 II 08-02250C.Ddf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL15332 R4 AE 512970C.Ddf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.6 SERIES 420 REINFORCED SERIES 420 REINFORCED ALUMINUM SGD OX, XO, XX ALUMhNUM SGD 96"x96" Limits of Use Installation Instructions Approved for use in HVHZ: No FL15332 R4 II 08-00499E Ddf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62S14 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL15332 R4 AE 510806D.Ddf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.7'. SERIES 420 REINFORCED SERIES 420 REINFORCED ALUMINUM SGD OXO 146"x96" ALUMINUM SGD Limits of Use Installation Instructions Approved for use in HVHZ: No FL15332 R4 I] 08-00501E.odf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports https:Hwww. floridabuildincr. oralprlpr_app_dtl. aspx?param=wGEVXQwtDgtH8 5 72gvdWId... 2/ 1 /2018 Florida Building Code Online Page 3 of 3 Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL15332 R4 AE 510808D.Ddf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.8 SERIES 430/440 ALUMINUM SGD SERIES 430/440 ALUMINUM SGD XXX 143"x80" NON - REINFORCED Limits of Use Installation Instructions Approved for use in HVHZ: No FL15332 R4 II 06-00502E.Ddf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL15332 R4 AE 510809D.Ddf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.9 SERIES 430/440 REINFORCED SERIES 430/440 REINFORCED ALUMINUM SGD XXX ALUMINUM SGD 143"x96" Limits of Use Installation Instructions Approved for use in HVHZ: No FL15332 R4 II 08-00503E.odf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL15332 R4 AE 510810D.Ddf PRESSURE RATINGS Created by Independent Third Party: Yes Batt Nett Contact Us :: 2601 Blair SLne Road. Tallahassee FL 32399 Phone: 850-4137-1824 The State of Florida is an AA/EE0 employer. Coovndht 2007-2013 State of 90rida.:: Prlvacv Statement • A ec ibilityStatement :: Refund Statement Under Florida law, email addresses are Public records. If you do not want your e-mail address released in response to a public -records request, do not send electronic mail to this entity. Instead, contact the office by phone or by. traditional mail If you have any questions, please contact 850 487.1395. 'Pursuant to Section 455.275(1), Florida Statutes, effective Ocober 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address If they have one. The emails provided may be used for official communication with the licensee However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine If you are a licensee under Chapter 455, F.S., please click here . Product Approval Accepts: C: cd'i card Safe https:HNArww.flon* dabullding. org/pr/pr_app_dtl. aspx?param=u,GEVXQw tDgtH8 5 72gvd NI-Id... 2/ 1 /2018 NOTES: 1. THE PRODUCT SHOWN HEREIN IS DESIGNED AND MANUFACTURED TO COMPLY WITH REQUIREMENTS OF THE FLORIDA BUILDING CODE. 2. WOOD FRAMING AND MASONRY OPENING TO BE DESIGNED AND ANCHORED TO PROPERLY TRANSFER ALL LOADS TO STRUCTURE. FRAMING AND MASONRY OPENING IS THE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD. 3. 1X BUCK OVER MASONRY/CONCRETE IS OPTIONAL. WHERE 1X BUCK IS NOT USED DISSIMILAR MATERIALS MUST BE SEPARATED WITH APPROVED COATING OR MEMBRANE. SELECTION OF COATING OR MEMBRANE IS THE RESPONSIBILITY OF THE ARCIITECT OR ENGINEER OF RECORD. 4. ALLOWABLE STRESS INCREASE OF 1/3 WAS NOT USED IN THE DESIGN OF THE PRODUCT SHOWN HEREIN. WIND LOAD DURATION FACTOR Cd=1.6 WAS USED FOR WOOD ANCHOR CALCULATIONS. 5. FRAME MATERIAL: EXTRUDED ALUMINUM 6063—T5. 6. UNITS MUST BE GLAZED PER ASTM E1300-04/09 WITH SAFETY GLASS. 7. APPROVED IMPACT PROTECTIVE SYSTEM 1S REQUIRED FOR THIS PRODUCT IN WIND BORNE DEBRIS REGIONS 8. SHIM AS REQUIRED AT EACH INSTALLATION ANCHOR WITH LOAD BEARING SHIM SHIM WHERE SPACE OF 1/16- OR GREATER OCCURS. MAXIMUM ALLOWABLE SHIM STACK TO BE 1/4". 9. DOOR ASSEMBLIES INSTALLED WHERE OVERHANG RATIO IS EQUAL OR GREATER THAN 1.0 DO NOT REQUIRE WATER INFILTRATION RESISTANCE. OVERHANG RATIO = OVERHANG LENGTH/OVERHANG HEIGHT 10. FOR ANCHORING INTO WOOD FRAMING OR 2X BUCK USE A 10 WOOD SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 3/8- MINIMUM EMBEDMENT INTO SUBSTRATE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 11. FOR ANCHORING INTO MASONRY/CONCRETE USE 3/16" TAPCONS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 1/4- MINIMUM EMBEDMENT INTO SUBSTRATE WITH 1" MINIMUM EDGE DISTANCE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 12. FOR ANCHORING INTO METAL STRUCTURE USE # 10 SMS OR SELF DRILLING SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE 3 THREADS MINIMUM BEYOND STRUCTURE INTERIOR WALL. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 13. ALL FASTENERS TO BE CORROSION RESISTANT 14. INSTALLATION ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH ANCHOR MANUFACTURER'S INSTALLATION INSTRUCTIONS AND ANCHORS SHALL NOT BE USED IN SUBSTRATES WITH STRENGTHS LESS THAN THE MINIMUM STRENGTH SPECIFIED BELOW: A. WOOD — MINIMUM SPECIFIC GRAVITY OF G-0.42 B. CONCRETE = MINIMUM COMPRESSIVE STRENGTH OF 3.192 PSI. C. MASONRY — STRENGTH CONFORMANCE TO ASTM C-90, GRADE N. TYPE 1 (OR GREATER). D. METAL STRUCTURE: STEEL 18GA, 33KSI OR ALUMINUM 6063—T5 .048" TIIICK MINIMUM 15. APPROVED CONFIGURATIONS: OX. XO, XX, XP, PX, XIP, PIX TABLE OF CONTENTS SHEET NO. DESCRIPTION 1 NOTES 2 — 3 ELEVATIONS 4 — 10 INSTALLATION DETAILS REVISIOUS ' REVDESCRD'TION DATE APPROVED A ADDED FLANGE AND FIN INSTALLATION 12/10/13 R.L. B REVISED INSTALLATION DETAILS 08/03/15 R.L. C REVISED INSTALLATION DETAILS 06/21/17 R.L. SIGNED: 06/2112017 MI WINDOWS AND DOORS LLC 650 WEST MARKET STREET 11111IIrIAA, 7 J5R iy'% GRATZ, PA 17030 GENSA d' 0, SERIES420SGDREINFORCEDWITHOUTADAPTER96" X 96" FEIrt= v'.r '(T r NOTES0. O ww` DRAWN: DWCNO. REV OB C 777%/r0NA11EIL \\\ LUIS R. Lomas P.E. 502E219 OF 10 SCALENTSoATE10/30/13 L ROBERTO LOMDS P.E. 14321170OFORDRDLEMSVILLE• NC27023 FL No.: 62514 434- 686-0609 rt —C.M—SPO tom 5" MAX - 96" MAX FRAME WIDTH 2) ANCIIORS- PER LOCATION SEE CHART #3 FOR NUMBER OF LOCATIONS REQUIRED O.C. I I r 17" MAX - 6" MAX 17" MAX O.C. 16" IAX AME ICI IT 6" MAX 6" MAX SERIES 420 SGD REINFORCED WITHOUT ADAPTER EXTERIOR VIEW DESIGN PRESSURE RA71NG IMPACT RATING 35.0PSF NONE SEE CHARTS NI AND M2 FOR OTHER UNITS RATINGS NOTES: I. MAXIMUM PANEL SIZE: 48 112' x 95' 2. MAXIMUM D L 0.: 44 518' x 90 SO' HARDWARE SCHEDULE FLAT MOUNTED HANDLE SET (99-04-145) AT 38 314-ON CENTER FROM PANEL BOTTOM METALLIC TANDEM ROLLERS (99-17.195) AT EACH END OF PANEL BOTTOM RAILS 1MINUM 6G63-T6 REINFORCEMENT (668) AT ALL PANEL INTERLOCKS REVISIONS' REV DESCRIPTION DALE APPROVED A ADDED FLANGE AND FIN INSTALLATION 12/10/13 R.L.- B REVISED INSTALLATION DETAILS 08/03/15 R.L. C REVISED INSTALLATION DETAILS 06/21/17 R.L. CIIART / I WHERE WATER tNFIL7RA710N RESISTANCE IS REQUIRED. CFF Mr1TF a CNFFT 1 Design pressure chart (psQ From Shlgle Panel en8 Total Frame W1dlh (in) 30.0 36.0 420 48.0 I"IN 60.00 7200 64.00 96.00 in) Pas PasrNeg Pas Nag 640 40 0 40.0 40.0 42.0 dd0 40.0 ENeg T 40.0 39.4 J9.4 920 40.0 400 37 1 37 1 96 040.0 384 35.IT 35 0 CIIART /2 WHERE WATER INFILTRATION RESISTANCE IS NOT REQUIRED. SEE NOTE 9 SI IEET r Design pressure chart (psQ From single Panel and Total From Width in) Haight 30.0 36.0 42.0 46.0 s000 7ZOO 84.00 96.00 in) Pos Nap Pos Neg Pas Nog Pas Nog 840 58.4 584 509 50.9 45.7 457 42.0 420 88.0 55.2 55 2 480 480 43.0 430 39.4 394 92.0 52.4 52.4 454 454 40.6 40,6 37.1 37 1 96 0 49.8 49 B 43.1 43.1 384 38 4 35.0 35.0 CHART N3 Number or anchor locations required Frame Shlgle Panel and Total From Widlh (in) I alghl 30.0 60.0 1 360 72.0 42.0 840 48.0 96.0 in) HdS Joa,b HaS Jarlrb HAS Jamb IIdS Jamb 84.0 4 6 5 6 6 6 6 6 680 4 6 5 6 6 6 6 6 92.0 4 6 5 6 6 1 6 6 6 96.0 4 6 5 6 6 1 6 6 6 SIGNED: 0612112017 MI WINDOWS DOOREETRS LLC I It o/ WEST650MA J\S E NSF 9i[+ GRATZ, PA 17030 G SERIES 420 SCD REINFORCED WITHOUT ADAPTER 6 51 96" X 96" qD • _ r/ STAELEVATION E OFclr7lp• \ No. REV c[ OR 10 ' - Akk DRAWN: DNC FS 08 50 2249 C/S/ONn 11E\\\ SCALE DATENTS 10/30/13 2 OF 10 L. RODER TO LOMAS P E. 14321NJODFOnD RD LEWISVILLE•NC 27023 Luis R. Lomas P.E. FL No.: 62514434ISM0609raonlns@hbnulsPsiom S N FR HE 96" MAX FRAME WIDTH 1) ANCHOR PER LOCATION AT HEAD do JAMBS SEE CHART #4 FOR NUMBER OF LOCATIONS REQUIRED 6" MAX — 17" MAX O.C. —I 6" MAX MAX6" -- 17" MAX O.C. s' WE SHT 6" MAX I 2) ANCHORS PER LOCATION SERIES 420 SGD REINFORCED WITI LOUT ADAPTER AT SILL EXTERIOR VIEW SEE CHART S4 FOR NUMBER OF LOCATIONS DESIGN PRESSURE RATING IMPACT RATING REQUIRED 35.OPSF NONE SEE CHARTS R 1 AND /2 S7IEET 2 FOR OTHER UNITS RATINGS HARDWARE SCHEDULE 1) FLAT MOU14TED HANDLE SET (99-04.145) AT 38 3/4. ON CENTER FROM PANEL BOTTOM 1) METALLIC TANDEM ROLLERS (99-17-195) AT EACII END OF PANEL BOTTOM RAILS d-UMINUM 6063-T6 REINFORCEMENT (668) A7 ALL PANEL INTERLOCKS REVISIONS REV ' OESCRFOOII DATE APPROVED A ADDED FLANGE AND FIN INSTALLATION 12/10/13 R L. 0 REVISED INSTALLATION DETAILS 08/03/15 R.L. C REVISED INSTALLATION DETAILS 06/21/17 R.L. NOTES' 1. MAXIMUM PANEL SIZE: 48 IR' r 95• 2. MAXIMUM D. L.O ' 44 518" x 90 518• CHART d4 Number of anchor locaflone required Single Faml and Total Unit Width (in) FTann Fkiphl 30.0 360 42.0 1 18.0 0) 60.0 72.0 840 96.0 II&S I Jamb IIdS Jamb I16S Jamb 116S Jamb 840 4 6 5 6 s 6 6 6 88.0 4 8 5 8 6 6 6 6 92.0 4 6 5 6 G 6 6 6 960 4 6 5 6 6 6 6 6 MI WINDOWS AND DOORS LLC 650 WEST MARKET STREET GRATZ. PA 17030 SERIES 420 SGD REINFORCED WITHOUT ADAPTER 96" X 96" FIN ELEVATION DRAWN: DNO fro. REV V.L. 08-02249 C SCALE NTS DAZE 10/30/13 1SIIEET3 OF 10 L. RORER70 LOMAS P.E. 14321V00DF0RD RD LEMSVILLE. NC 27023 434.688 0609 rllornas@klomasPe cram SIGNED: 06/21/2017 J\ S R EN&* go 6 51 *= SAT OF w i0. 4r Luis R. Lomas P.E. FL No.: 62514 WOOD FRAMING OR 2X DUCK BY OTHERS 10 WOOD SCREW p10 WOOD SCREW WOOD FRAMING OR 2X DUCK BY OTHERS 1/2" MIN. EDGE DISTANCE 1 3/8" MIN. EMBEDMENT 1/4" MAX. SHIM SPACE EXTERIOR INTERIOR SILL TO BE SET IN A BED OF APPROVED SEALANT REVISIONS' DESCRIPRON DATE APPROVED ADDED FLANGE AND FIN INSTALLATION 12/10/13 R.L. REVISED INSTALLATION DETAILS 08/03/15 R L. REVISED INSTALLATION DETAILS 06/21/17 R.L. 1 3/8" MIN. 1/4" MAX. EMBEDMENT SHIM SPACE INTERIOR 1/2" MIN. EDGE DISTANCE n 5 toil 10 WOOD J EXTERIOR SCREW WOOD FRAMING JAMB INSTALLATION DETAIL OR 2X BUCK WOOD FRAMING OR 2X DUCK INSTALLATION BY OTHERS 1 3/B" MIN EMBEDMENT 1/2" MIN. EDGE DISTANCE SIGNED: 06/2112017 VERTICAL MI WINDOWS AND LLCRMINGon2XBUCKAKINSTALLIONWOODFRAMINGSTREET650WESTGRATZ, PA 17030 VG E NSF LP SERIES 420 SGD REINFORCED WITHOUT ADAPTER t`r_106 5 *= 96" x 96 ice; FRAME INSTALLATION DETAILS ot o , TAT VFe4` FC0R1 P •G\ NOTES, DRAWIF Ow0 I11. REv 1. INTERIORAN EXTERIORFINISHES, BY OTHERS, V.L.L08- s02249 C ii 7S p NA1 2. PERIMETERANDJOINTSEALANTBYOTHERS10BEDATENTS 10/30/13 4 OF 10 III 1E\ DESIGNED IN ACCORDANCE WITH ASTM E2112 L ROBERTO LOMAS P E Luis R. Lomas P.E. 1432 WODOFORD RD LEWISVILLE. NC 27023 FL No.: 62514 431.6BB0609 nlnmas@ebmaspecorR 1 1/2" MIN 1" MIN. SEPARATION EDGE DISTANCE n1 1/4MIN. e. EMBEDMENT CONCRETE/ L MASONRY 1/4- MAX BY OTHERS/ SHIM SPACE OPTIONAL 1X BUCK TO BE PROPERLY SECURED SEE NOTE 3 SHEET 1 3/ 16" TAPCON MASONRY/ CONCRETE BY OTHERS 3/ 16" TAPCON EXTERIOR II II II II INTERIOR rSILL TO BE SET IN A BED OF 1 APPROVED SEALANT A T I, 1 1/4" MIN. a' EMBEDMENT 2 7/8" MIN _ 1" MIN. SEPARATON EDGE DISTANCE VERTICAL CROSS SECTION CONCRETEIMASONRY INSTALLATION REVIMMS OESCRIPT1011 DATE A PROVE0 ADDED FLANGE AND FIN INSTALLATION 12/10/13 R.L. REVISED INSTALLATION DETAILS 08/03/15 R.L REVISED INSTALLATION DETAILS 06/21/17 R.L. 1 1/4" MIN. _ EMBEDMENT 1/ 4^ MAX. 1^ a +I I SHIM SPACE MIN. INTERIOR EDGE DISTANCE El• a3" MIN , . I SEPARATION S 3/ 16" TAPCON •a EXTERIOR CONCRETE/ MASONRY BY OTHERS JAMB INSTALLATION DETAIL CONCRET& MASONRY INSTALLATION OPTIONAL 1X DUCK TO BE PROPERLY SECURED SEE NOTE 3 SHEET 1 NOTES 1. INI ERIOR AND EXTERIOR FINISIIES, BYOTIIERS, NOT SIIOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY 07HERS TO BE DESIGNED IN ACCORDANCE WITII ASTM E2112 SIGNED: 06/211201 % MI 650WINDOWS T MARDE DOOREET RS LLC \\\\\5 R IIi1tiWES GRATZ, PA 17030 G F SERIES 420 SGD REINFORCED WITHOUT ADAPTER _'*• 0y6 61 *= 96" X 96 = tip• th(F6+.c0+= FRAME INSTALLATION DETAILS 0 ^ STATE OF DRAWN: lnvc No RIV i' (0R10 GN# I!SC! A! LE nATE 08502E249 C1110/ 30/136OF10L. ROBERTO LOAIASPE.LOTS R.Lomas P.E. ODFORD RD LEM7SVILLE, NO 2702J6W.0609 Abnlas@Ir0DmspeLmmFLNo.: 62514 1/2" MIN. EDGE DISTANCE 1 /4" MAX. METAL ppp SHIM SPACE STRUCTURE BY OTHERS p [1 I EXTERIOR 10 SMS OR SELF DRILLING SCREW INTERIOR SILL TO BE SET IN A BED OF APPROVED SEALANT 10 SMS OR SELF DRILLING SCREW METAL STRUCTURE BY OTHERS 1/2" MIN. EDGE DISTANCE VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION NOTES I. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITII ASTM E2112 T 1/2" MII EDGE DIST/ I 10 SMS OR SELF DRILLING SCREWS METAL STRUCTURE BY OTHERS REVISIONS ' REV 1. DESCRM10N DATE APPROVED A ADDED FLANGE AND FIN INSTALLATION 12/10/13 RL. B REVISED INSTALLATION DETAILS 08/03/15 R.L. C I REVISED INSTALLATION DETAILS 06/21/17 R.L. t /A" UAV JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION SIGNED: 06/2112017 MI WINDOWS AND DOORS LLC 650 WEST MARKET STREET 111111111/i7, J\s R. LQ119 i GRATZ, PA 17030 D B.5SERIES420SGDREINFORCEDWITHOUTADAPTER 96" X 96" n>t1+7 FRAME INSTALLATION DETAILS A0- EOF s . ORjO •G\\ DRAWN: DWC NO. REV O8 502 249 C S ONA 11E\\\\\ Luis R. Lomas P.E. SCALE DAIENTS 10/30/13 5 OF 10 L. nOBER TO LOMAS P E. 1432 WOODF0170 RD LEWISVILLE. NC27023 FL No.: 62514 434.688 0609 RlemesQTftmspe — WOOD FRAMING OR 2X BUCK BY OTHERS EXTERIOR 1/2" MIN. EDGE DISTANCE 1 3/8" MIN. EMBEDMENT 1/4" MAX. SHIM SPACE 10 WOOD SCREWS INTERIOR O BE SET IN OF VED SEALANT 01 #10 WOOD SCREW I WOOD FRAMINL OR 2X BUCH BY OTHER'_ MIN. RENT tIJUt UIJIAM t VERTICAL CROSS SECTION WOOD FRAMING Off 2X BUCK INSTALLATION NOTES: I. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SIIOWN FOR CLARITY. 2. PERIMETER AND JOIN! SEALANT BYOTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 REVISIONS REV DESCRIPTION DATE APPROVED A' ADDED FLANGE AND FIN INSTALLATION 12/10/13 R.L. B REVISED INSTALLATION DETAILS 08/03/I5 RA- C REVISED INSTALLATION DETAILS 06/21/17 R L. 1 3/8' MIN. 1/4" MAX. EMBEDMENT I SHIM SPACE INTERIOR I/2" MIN. EDGE DISTANCE n-1, fJ 10 WOOD iIF[] SCREWS EXTERIOR JAMB INSTALLATION DETAIL WOOD FRAMING WOOD FRAMING OR 2X BUCK INSTALLATION OR 2X BUCK BY 0111ERS SIGNED: 0612112017 MI DOOREETRS LLC R I ILWESTssoWINDOWSMA GRATZ, PA 17030 G E NSF ?J+ 0yy6 5 *= SERIES 420 SGD REINFORCED WITHOUT ADAPTER 96" X 96" FLANGE INSTALLATION DETAILS PATE OF i0•. i T • F( 0R10 ' DRAWN: DWO NO REV V.L. 08-02249 C s6NAL•E*\'"" TT11I111111111 LUIs R. Lomas P.E. SCALE NTS DATE 10/30/13 sIIEEr7 OF 10 L. ROOFRTO LOMAS P.E. 14321V000FORD RD LEWISVILLE, NC 27023 FL No.: 62514434-688 0609 Alo ws@ma,msPT! — 1/2" MIN. EDGE - . . DISTANCE METAL qqpp STRUCTURE y BY OTHERS [[ 10 SMS OR SELF DRILLING SCREW METAL STRUCTURE BY OTHERS EXTERIOR 1/2" MIN. _I EDGE DISTANCE VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION NOTES' I. INTERIOR AND EXTERIOR FINISIIES, BYOTHERS, NOT SIIOYYN FOR CLARITY. 2 PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 1/4" MAX. r SHIM SPACE 10 SMS OR SELF DRILLING SCREW INTERIOR L TO BE SET IN BED OF PROVED SEALANT L 1/2" MIN. EDGE DISTANC T- 10 SMS OR SELF DRILLING SCREWS METAL STRUCTURE BY OTHERS 7e- u— REVISIONS REV DESCRIPTION DATE APPROVED A ADDED FLANGE AND FIN INSTALLATION 12/10/13 R.L. B REVISED INSTALLATION DETAILS 08/03/15 R.L. C REVISED INSTALLATION DETAILS 06/21/17 R.L. JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION SIGNED: 0612112017 MI DOOREETRS LLC R I IL, 650WINDOW$ MAWEST 01 / GRATZ. PA 17030 J• GENSF 9U,' o . 8.51 * = SERIES420SGDREINFORCEDWITHOUTADAPTER96" X 96" FLANGE INSTALLATION DETAILS STAT OF O-. i' n;P, - 10RIDP.G`-k, DRAWN: OWD No. REV 08 50 2249 C AAs/0NA 11Ea`` Luis R. Lomas P.E. SCALE OAIE NTS10/30/13 8 OF 10 L. RoDER TO LOMAS P E 1432 WOODTORD RD LEWISVILLE. NC 27023 FL No.: 62514 434-668 0609 r11 rtu kbnwspe com REVISIONS 1 1/2" MIN. _ 1" MIN. aiV oEscRimloN OME APVR—. SEPARATION EDGE DISTANCE A ADDED FLANGE AND FIN INSTALLATION 12/10/I3 R.L. B REVISED INSTALLATION DETAILS 08/03/15 R L a • C REVISED INSTALLATION DETAILS 06/21/17 R.L. 1 1/4" MIN. e. . ' e . • EMBEDMENT 1 1/4" MIN. CONCRETE/ EMBEDMENT MASONRY 1/4" MAX BY OTIIERS SHIM SPACE OPTIONAL J 1/4" MAX. 1XTBUCK 1 I SHIM SPACE BE I INTERIOR PROPERLY 6 MIN. SECURED EDGE SEE NOTE 3 DISTANCE SHEET 1 3/16" TAPCON a 3" EXTERIOR INTERIOR MIN. I LSEPARATIONF111 SILL TO BE SET IN A BED OF 3/16' TAPCON EXTERIOR APPROVED SEALANT 3/16" TAPCON CONCRETE/MASONRY JAMB INSTALLATION DETAIL BY OTHERS CONCRETE/MASONRYINSTALLATION MASONRY/Ai— OPTIONAL 1X BUCK CONCRETE TO BE PROPERLY BY OTHERS SECURED SEE NOTE 3 SHEET 1 NOTES: e 1 INTC•AND EXTERIOR FINISFICS. DYOTIIERS, e. 1 1/4" MIN. NOT SHOWN FOR CLARITY. EMBEDMENT 2 PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH AST M E2112 e SIGNED:OG/2112017 MI WINDOWS AND DOORS LLC 1j11IIIII i, 2 7/8' MIN. _ 1' MIN. 650 WEST MARKET STREET 5 R • L p41 SEPARATION EDGE DISTANCE GRATZ, PA '17030 v •GENS 9J,% VERTICAL CROSS SECTION SERIES 420 SGD REINFORCED WITHOUT ADAPTER f 0yy6 61 CONCRETFJMASONRYINSTALLATION 96• X 96•• V {,{t1g04 5ta[,C17 FLANGE INSTALLATION DETAILS STAT OF ; j z DRAWIF Dwc Iro. REv i i :c OR10P.'`\ 08 C ssj NA1,EaG\ L. srxE NTS DATE 10/30/13 so<Z99 OF 10 L.ROBERTOLOxMSP.E Luis R. Lomas P.E. 1432 WDODfORD RD LELYISVILLE, NC 2702J FL No.: 625144346880609dbos@kiwspocam REVISIONS 1/4" MAX REV OESCIIR'RON DALE APPROVE, WOOD FRAMING I I^ BY OTHERSSHIM SPACE A ADDED FLANGE AND FIN INSTALLATION 12/10/13 R.L. D REVISED INSTALLATION DETAILS 013/03/18 R.L. C REVISED INSTALLATION DETAILS 06/21/17 R.L. INTERIOR 1 5/8" MIN. EDGE DIST. 1 1 1/4" TRIMMIN. 1 1 1/4" MIN. EMBEDMENT INTERIOR ` EMBEDMENT MASONRY/CONCRETE BY OTHERS APPROVED 1% BUCK BY OTHERS, SEALANT EXTERIOR HOOK STRIP 1% BUCK 10 BE BEHIND FIN PROPERLY SECURED 8 WOOD 7/16" MIN 3/16" SCREW TAPCON EDGE DISTANCE JAMB INSTALLATION DETAIL EXTERIOR PANEL INTERLOCK WOOD FRAMING OR 2X BUCK INSTALLA71ON HOOK STRIP INSTALLATION MASONRY/CONCRETE APPROVED 1/2" MIN. METAL STRUCTURE 1/2" MIN. SEALANT I EDGE BY OTHERS EDGE DISTANCE BEHIND FIN 1 1/4" MIN. DISTANCE 88 WOOD EMBEDMENT WOOD TRIM SCREW FRAMING BY OTHERS INTERIOR TRIM INTERIOR 7/16" MIN EDGE DISTANCE p II EXTERIOR 1/4" MAX. 1 3/8" MIN. SHIM SPACE EMBEDMENT HOOK STRIP _- 10 SELF DRILLING INTERIOR VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALUIT ION FOR SILL INSTALLATION SEE SIIEETS 4.9. HOOK STRIP I SCREW 10 WOOD PANEL I SCREW EXTERIOR INTERLOCK EXTERIOR ` PANEL INTERLOCK HOOT( STRIP INSTALLATION METAL STRUCTURE HOOK STRIP INSTALLATION SIGNED: 06/2112017 2X BUCKANOOD FRAMING MI WIN650DOWT MARKET DOORS REET LLC t\JCS R I l i10 GRATZ, PA 17030 `1 \, .C E NSF 9s SERIES 420 SGD REINFORCED WITHOUT ADAPTER = *• o .' 5 • *= NAILFIN & HOOK IMSTALLATION DETAILS D ; STAT OF t4` NOTES: DRAw,r vxc RO REv i i ;ZOR10t --\ 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, V.L. 08-02249 C i/sS/•"•• CMG\\\ 2.. PERINOrSHME T EROR CLARITY. AND JOINT SEA LANT BY O I HERS TO BE SCAIE NTS OAIE 10/30/13 SHEET 10 OF 10 ////1 ONA11E\\\ DESIGNED IN ACCORDANCE WITH ASTM F2112 L. RORER FO LOMAS RE Luis R. Lomas P.E. 1102 WOODFORD RV LE WIS VILLE. NC 27023 434-66e-0609 I00=S@ArI0m2Spe Cam FL No.: 62514 Florida Buildincy Code Online Page 1 of 6 BCIS Home I Log In i User Registration Hot Topic i Submit Surcharge i Stats G Facts i Publications i FBC Stall BCIS Site Map I Links i Search 1 ,Product Approval FU3 R:SEllc User Owl zrc u c Product Approval Menu > Product or 4ppli[abon Search > Application List > Appliotion Detail FL # FL15279-R5 Application Type Revision Code Version 2017 Application Status Approved Comments reapply 11/28/17 Archived Product Manufacturer Clopay Building Products Company Address/ Phone/Email 8585 Duke Blvd. Mason, OH 45040 513) 770-6062 mwesterf' ield@clopay.com Authorized Signature Scott Hamilton sham llton@clopay.com Technical Representative Address/ Phone/Email Quality Assurance Representative Address/ Phone/Email Category Exterior Doors Subcategory Sectional Exterior Door Assemblies Compliance Method Certification Mark or Listing Certification Agency Intertek Testing Services NA, Inc. Validated By Gary Pfuehler Validation Checklist - Hardcopy Received Referenced Standard and Year (of Standard) Standard Year ANSI/ DASMA 108 2005 ANSI/ DASMA 115 2005 ASTM E1886 2002 ASTM E1996 2002 ASTM E330 2002 Equivalence of Product Standards. Certified By Florida Licensed Professional Engineer or Architect FL15279 R5 Eouiv 20170809 - FBC - DASMA 108 eauiv Ddf FL15279 R5 Eauiv 20170809 - FBC - DASMA 115 eauiv.0df Product Approval Method Method 1 Option A Date Submitted 08/10/2017 Date Validated 11/29/2017 https: Hww-w.floridabuilding. orQ/pr/pr_app_dtl. aspx?param=wGEVXQwtDgv3 vVVKJZ 1 Q... 2/ 1 /2018 Florida Building Code Online Page 2 of 6 Date Pending FBC Approval Date Approved 12/05/2017 Summary of Products Go to Page F-- iJ d C Page 1 / 8 (i ail FL # Model, Number or Name Description 15279.1 001 W3-09 DSIE-1A171: 2050, 1-3/8" Double -skin Insulated EPS (exterior skin 27 ga. min.; 2051, 2053, 4050, 4051, 4053, 62, interior skin 29 ga. min.) Single -Car (up to 9'0" wide) 64, 65, 62G, 62LG, 64G, SDP38, WINDCODE@ W3 Garage Door SFL38, SRP38, 134, 13S, 136, 6130, 6131, 6133 Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL15279 R5 C CAC Letter with proof of contract and proof of inspection.odfApprovedforuseoutsideHVHZ: Yes Impact Resistant: N/A FL15279 R5 C CAC W3 Listing Intertek.odf Design Pressure: +20 PSF/-20 PSF Quality Assurance Contract Expiration Date Other: The OPTIONAL glazing available for this product 05/21/2028 meets the wind load requirements of the building code but Installation Instructions DOES NOT meet the impact resistant requirement for FL15279 R5 II 101655-Rev12.Ddf windborne debris regions. The product without glazing DOES Verified By: Intertek Testing Services NA, Inc. comply with the impact resistant requirement for windborne Created by Independent Third Party: debris regions (ref 1609.1.4 FBC). Evaluation Reports Created by Independent Third Party: 15279.2 002 W3-09 DSIE-1A471: GD1SP, Gallery/Artistry/Expressions: 1-3/8" Double -skin Insulated GR1SP, GD1LP, GR1LP, AR1SP, EPS (exterior skin 27 ga. min.; interior skin 27 ga. min.) AR1LP, ED1SP, ED1LP, 4132, 2132, Single -Car (up to 9'0" wide) WINDCODE@ W3 Garage Door 6132, SFC38, MFC38 Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL15279 R5 C CAC Letter with proof of contract and proof of inspection odfApprovedforuseoutsideHVHZ: Yes Impact Resistant: N/A FL15279 R5 C CAC W3 Listino Intertek.odf Design Pressure: +20 PSF/-21 PSF Quality Assurance Contract Expiration Date Other: The OPTIONAL glazing available for this product 05/21/2028 meets the wind load requirements of the building code but Installation Instructions DOES NOT meet the impact resistant requirement for FL15279 R5 H 103952-RevOl.Ddf windborne debris regions. The product without glazing DOES Verified By: Intertek Testing Services NA, Inc. comply with the impact resistant requirement for windborne Created by Independent Third Party: debris regions (ref 1609.1.4 FBC). Evaluation Reports Created by Independent Third Party: 15279.3 003 W3-09 DSIU-1A171: 9130, Double -skin Insulated PUR (exterior skin 27 ga. min.; 9131, 9133, HDP13, HDPF13, interior skin 27 ga. min.) Single -Car (up to 9'0" wide) HDPL13, 7130, 7131, 7133, 8130, WINDCODE@ W3 Garage Door 8131, 8133 Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL15279 R5 C CAC Letter with proof of contract and proof of inspection.pdfApprovedforuseoutsideHVHZ: Yes Impact Resistant: N/A FL15279 R5 C CAC W3 Listing Intertek.odf Design Pressure: +20 PSF/-20 PSF Quality Assurance Contract Expiration Date Other: The OPTIONAL glazing available for this product 05/21/2028 meets the wind load requirements of the building code but Installation Instructions DOES NOT meet the impact resistant requirement for FL15279 R5 II 104175-Rev0l.pdf windborne debris regions. The product without glazing DOES Verified By: Intertek Testing Services NA, Inc. comply with the impact resistant requirement for windborne Created by Independent Third Party: debris regions (ref 1609.1.4 FBC). Evaluation Reports Created by Independent Third Party: 15279.4 004 W3-16 DSIE-1A171: 2050, 1-3/8" Double -skin Insulated EPS (exterior skin 27 ga. min.; 2051, 2053, 4050, 4051, 4053, 62, interior skin 29 ga. min.) Double -Car (9'2" to 16'0" wide) 64, 65, 62G, 62LG, 64G, SDP38, WINDCODE@ W3 Garage Door SFL38, SRP38, 134, 135, 136, 6130, 6131, 6133 Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL15279 R5 C CAC Letter with proof of contract and proof of inspection.DdfApprovedforuseoutsideHVHZ: Yes Impact Resistant: N/A FL15279 R5 C CAC W3 Listino Intertek.odf Design Pressure: +20 PSF/-21 PSF Quality Assurance Contract Expiration Date Other: The OPTIONAL glazing available for this product 05/21/2028 meets the wind load requirements of the building code but Installation Instructions DOES NOT meet the impact resistant requirement for FL15279 R5 II 101820-Rev13.Ddf windborne debris regions. The product without glazing DOES Verified By: Intertek Testing Services NA, Inc. comply with the impact resistant requirement for windborne Created by Independent Third Party: debris regions (ref 1609.1.4 FBC). Evaluation Reports Created by Independent Third Party: 15279.5 https:HwvA w.floridabilildin-.oralpr/pr_app_dtl.aspx?param=wGEVXQwtDgv3yVVKJZ 1 Q... 2/1 /2018 Florida Building Code Online Page 3 of 6 005 W3-16 DSIE-1A471: GD1SP, Gallery/Artistry/Expressions: 1-3/8" Double -skin Insulated GRiSP, GD1LP, GR1LP, AR1SP, EPS (exterior skin 27 ga. min.; interior skin 27 ga. min.) AR1LP, ED1SP, EDiLP, 4132, 2132, Double -Car (9'2" up to 16'0" wide) WINDCODE® W3 Garage 6132, SFC38, MFC38 Door Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: +20 PSF/-21 PSF Other: The OPTIONAL glazing available for this product meets the wind load requirements of the building code but DOES NOT meet the impact resistant requirement for windborne debris regions. The product without glazing DOES comply with the impact resistant requirement for windborne debris regions (ref 1609.1.4 FBC). 15279.6 006 W3-16 DSIU-IA171:9130, 9131, 9133, HDP13, HDPF13, HDPL13, 7130, 7131, 7133, 8130, 8131, 8133 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: +20 PSF/-21 PSF Other: The OPTIONAL glazing available for this product meets the wind load requirements of the budding code but DOES NOT meet the impact resistant requirement for windborne debris regions. The product without glazing DOES comply with the impact resistant requirement for windborne debris regions (ref 1609.1.4 FBC). Certification Agency Certificate FL15279 R5 C CAC Letter with oroof of contract and oroof of inspection.odf FUS279 R5 C CAC W3 Listing Intertek.pdf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions F1,15279 R5 II 104028-Revol.pdf Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: Double -skin Insulated PUR (exterior skin 27 ga. min.; interior skin 27 ga. min.) Double -Car (9'2" to 16'0" wide) WINDCODE® W3 Garage Door Certification Agency Certificate FL15279 R5 C CAC Letter with proof of contract and proof ofinspection.pdf FL15279 R5 C CAC W3 Listing Intertek.odf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL15279 R5 II 104168-Rev0l.pdf Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 15279.7 007 W3-16 PAN-2F153: 73, 1500, Steel Pan (min. 25 ga.) Double -Car (9'2" to 16'0" wide) 75, 190, 84A, 94, 42, 48, 55, 42B, WINDCODE@ W3 Garage Door 48B, 55S, 411ST, 611ST, 4RSF, 6RSF Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: +20 PSF/-21 PSF Other: The OPTIONAL glazing available for this product meets the wind load requirements of the building code but DOES NOT meet the impact resistant requirement for windborne debris regions. The product without glazing DOES comply with the impact resistant requirement for windborne debris regions (ref 1609.1.4 FBC). 15279.8 008 W4-09 DSIE-1F171: 4300, 4301, 4310, 4400, 4401, HOG, HDGL, HDGF, 66, 66G, 67, 67G, 68, SP200, SF200, SE200, 6200, 6201, 6203 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +28 PSF/-29 PSF Other: The OPTIONAL glazing available for this product meets the wind load requirements of the building code but DOES NOT meet the impact resistant requirement for wind borne debris regions. The product without glazing DOES comply with the impact resistant requirement for windborne debris regions (ref 1609.1.4 FBC). Certification Agency Certificate FL15279 R5 C CAC Letter with proof of contract and proof of insoection.odf FL15279 R5 C CAC W3 Listing Intertek odf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL15279 R5 II 101308-Revl2.odf Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 2" Double -skin Insulated EPS (exterior skin 27 ga. min.; interior skin 27 ga. min.) Single -Car (up to 9'0" wide) WINDCODE® W4 Garage Door Certification Agency Certificate FL15279 R5 C CAC Letter with proof of contract and proof of inspection odf FL15279 R5 C CAC W4 Listing Intertek.odf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL15279 R5 II 101652-B-Revll.odf Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 15279.9 009 W4-09 DSIE-11`471: GD2SP, Gallery/Artistry/Expressions: 2" Double -skin Insulated EPS GR2SP, GD2LP, GR2LP, AR2SP, (exterior skin 27 ga. min.; interior skin 27 ga. min.) Single- AR2LP, ED2SP, ED2LP, 4302, Car (up to 9'0" wide) WINDCODE& W4 Garage Door HDGC, 6202, SFC68, MFC68 Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL15279 R5 C CAC Letter with proof of contract and proof Approved for use outside HVHZ: Yes of insoection.pdf Impact Resistant: No FL15279 R5 C CAC W4 Listing Intertek.odf Design Pressure: +28 PSF/-29 PSF Quality Assurance Contract Expiration Date Other: The standard glazing available for this product 05/21/2028 meets the wind load requirements of the building code but Installation Instructions FL15279 R5 II 103969-B-Rev02.pdf https://www.floridabuilding.oror r/pr_app_dtl.aspx?param=wGEVXQAtDgv3yVVKJZ1Q... 2/1/2018 Florida Buildinc, Code Online Pace 4 of 6 DOES NOT meet the impact resistant requirement for Verified By: Intertek Testing Services NA, Inc. windborne debris regions. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 15279.10 010 W4-09 DSIU-1F171: 9200, Double -skin Insulated PUR (exterior skin 27 ga. min.; 9201, 9203, HDP20, HDPF20, interior skin 27 ga. min.) Single -Car (up to 9'0" wide) HDPL20, 7200, 7201, 7203, 8200, WINDCODE@ W4 Garage Door 820i,8203 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: +28 PSF/-29 PSF Other: The OPTIONAL glazing available for this product meets the wind load requirements of the building code but DOES NOT meet the impact resistant requirement for windborne debris regions. The product without glazing DOES comply with the impact resistant requirement for windborne debris regions (ref 1609.1.4 FBC). Certification Agency Certificate FL15279 R5 C CAC Letter with proof of contract and proof ofinspection.ndf FL15279 R5 C CAC W4 Listing Intertek.odf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL15279 R5 II 104163-RevOl.odf Verified By: Intertek Testing'Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 15279.11 011 W4-09 DSIUO-1K479: Canyon Double Skin Insulated PUR (exterior skin 27 ga. min.; Ridge/Brookstone interior skin 27ga. min.) with Overlay Single -Car (up to 9'0" wide) WINDCODE@ W4 Garage Door Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: +28 PSF/-29 PSF Other: The OPTIONAL glazing available for this product meets the wind load requirements of the building code but DOES NOT meet the impact resistant requirement for windborne debris regions. The product without glazing DOES comply with the impact resistant requirement for windborne debris regions (ref 1609.1.4 FBC). Certification Agency Certificate FL15279 R5 C CAC Letter with proof of contract and proof of inspection.odf FL15279 R5 C CAC W4 Listing Intertek.odf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL15279 R5 II 104456-RevOl.pdf Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 15279.12 012 W4-09 PAN-21`151: 73, 1500, Steel Pan (min. 25 ga.) Single -Car (up to 9'0" wide) 75, 190, 84A, 94, 76, 42, 48, 55, WINDCODE@ W4 Garage Door 42B, 48B, 55S, 4RST, 6RST, 4RSF, 6RSF, 2RST, GD5S, GD5SV, GR5S, GRSSV, ARSS, ARSSV, EDSS, ED5SV Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +25 PSF/-32 PSF Other: The standard glazing available for this product meets the wind load requirements of the building code but DOES NOT meet the impact resistant requirement for windborne debris regions. 15279.13 013 W4-09 PAN-21`441: G4S, GS4, G4L, GL4, GD4S, GD4L, GR4S, GR4L, G4SV, GS4V, G4LV, GL4V, GD4SV, GD4LV, GR4SV, GR4LV, E4S, E4L, ED4S, ED4L, E4SV, E4LV, ED4SV, ED4LV, SS4, SL4, AR4S, AR4L, SS4V., SL4V, AR4SV, AR4LV Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +25 PSF/-32 PSF Other: The standard glazing available for this product meets the wind load requirements of the building code but DOES NOT meet the impact resistant requirement for windborne debris regions. Certification Agency Certificate FUS279 R5 C CAC Letter with proof of contract and proof of inspection odf FL15279 R5 C CAC W4 Listing Intertek.odf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL15279 R5 iI 300159-B-Revl6.pdf Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: Gallery/Artistry/Expressions: Steel Pan (min. 24 ga.) Single - Car (up to 9'0" wide) WINDCODE@ W4 Garage Door Certification Agency Certificate FL15279 R5 C CAC Letter with proof of contract and proof of inspection.ndf FL15279 R5 C CAC W4 Listing Intertek.odf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL15279 R5 II 103486-B-RevO8.odf Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 15279.14 014 W4-09 SPO-21`449: Grand Steel Pan (min. 24 ga.) with Overlay Single -Car (up to Harbor, Stone Manor 9'0"wide) WINDCODE@ W4 Garage Door https://www.horidabuilding.orQ/pr/pr_app_dtl.aspx?param=,A GEVXQxvtDgv'DyV VKJZ I Q... 2/1/2018 Florida Building Code Online Pacre 5 of 6 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: +25 PSF/-32 PSF Other: The OPTIONAL glazing available for this product meets the wind load requirements of the building code but DOES NOT meet the impact resistant requirement for windborne debris regions. The product without glazing DOES comply with the impact resistant requirement for windborne debris regions (ref 1609.1.4 FBC). 15279.15 015 W4-16 DSIE-IF171: 4300, 4301, 4310, 4400, 4401, HOG, HDGL, HDGF, 66, 66G, 67, 67G, 68, SP200, SF200, SE200, 6200, 6201, 6203 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +25.5 PSF/-25.5 PSF Other: The standard glazing available for this product meets the wind load requirements of the building code but DOES NOT meet the impact resistant requirement for windborne debris regions. 15279.16 016 W4-16 DSIE-iF471: GD2SP, GR2SP, GD2LP, GR2LP, AR2SP, AR2LP, ED2SP, ED2LP, 4302, HDGC, 6202, SFC68, MFC68 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +25.5 PSF/-25.5 PSF Other: The standard glazing available for this product meets the wind load requirements of the building code but DOES NOT meet the impact resistant requirement for windborne debris regions. 15279.17 017 W4-16 DSIEO-1F479: Coachman/Settlers/Affinity Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: +25 PSF/-25 PSF Other: The OPTIONAL glazing available for this product meets the wind load requirements of the building code but DOES NOT meet the impact resistant requirement for windborne debris regions. The product without glazing DOES comply with the impact resistant requirement for windborne debris regions (ref 1609.1.4 FBC). 15279.18 - 018 W4-16 DSIU-IF171:9200, 9201, 9203, HDP20, HDPF20, HDPL20, 7200, 7201, 7203, 8200, 8201, 8203 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes . Impact Resistant: N/A Design Pressure: +25.5 PSF/-25.5 PSF Other: The OPTIONAL glazing available for this product meets the wind load requirements of the building code but DOES NOT meet the impact resistant requirement for windborne debris regions. The product without glazing DOES comply with the impact resistant requirement for windborne debris regions (ref 1609.1.4 FBC). Certification Agency Certificate FL15279 R5 C CAC Letter with proof of contract and proof of inspection.odf FL15279 R5 C CAC W4 Listing Intertek.pdf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL15279 R5 II 103549-RevO6.Ddf Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 2" Double -skin Insulated EPS (exterior skin 27 ga. min.; interior skin 27 ga. min.) Double -Car (9'2" to 160" wide) WINDCODEO W4 Garage Door Certification Agency Certificate FL15279 R5 C CAC Letter with proof of contract and proof of inspection odf FL15279 R5 C CAC W4 Listing Intertek.odf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL15279 R5 II 101481-B-Rev13.Ddf Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: Gallery/Artistry/Expressions: 2" Double -skin Insulated EPS exterior skin 27 ga. min.; interior skin 27 ga. min.) Double - Car (9'2" up to 16'0" wide) WINDCODE® W4 Garage Door Certification Agency Certificate FL15279 R5 C CAC Letter with proof of contract and proof ofinsoection.pdf FL15279 R5 C CAC W4 Listing Intertek.ndf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL15279 R5 II 104029-B-RevO3.[)df Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: Double Skin Insulated EPS (exterior skin 27 ga. min.; interior skin 27ga. min.) with Overlay Double -Car (up to 16'0" wide) WINDCODE& W4 Garage Door Certification Agency Certificate FL15279 R5 C CAC Letter with proof of contract and [)roof ofinspection.pdf FL15279 R5 C CAC W4 Listino Intertek.odf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL15279 R5 II 103046-Rev07.odf Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: Double -skin Insulated PUR (exterior skin 27 ga. min.; interior skin 27 ga. min.) Double -Car (9'2" to 16'0" wide) WINDCODE® W4 Garage Door Certification Agency Certificate FL15279 R5 C CAC Letter with proof of contract and proof of inspection.odf FU5279 R5 C CAC Wa Listing Intertek.odf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL15279 R5 II 104169-RevOl.odf Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: https:H,Aw",. floridabuildinQ. oralpr/pr_app_dtl. aspa?param==,A,GEVXQwtDgv'vVVKJZ l Q... 2/ 1 /2018 Florida Building Code Online Page 6 of 6 15279.19 019 W4-16 DSIUO-1K479: Canyon Double Skin Insulated PUR (exterior skin 27 ga. min.; Ridge/Brookstone interior skin 27ga. min.) with Overlay Double -Car (9'2" to116'0" wide) WINDCODE@ W4 Garage Door Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: +25.5 PSF/-25.5 PSF Other: The OPTIONAL glazing available for this product meets the wind load requirements of the building code but DOES NOT meet the Impact resistant requirement for windborne debris regions. The product without glazing DOES comply with the Impact resistant requirement for windborne debris regions (ref 1609.1.4 FBC). Certification Agency Certificate FL15279 RS C CAC Letter with proof of contract and proof of insoection.odf FL15279 R5 C CAC W4 Listing Intertek.Ddf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL15279 R5 II 104457-Rev02.Ddf Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 15279.20 020 W4-16 PAN-21`153: 73, 1500, Steel Pan (min. 25 ga.) Double -Car (9'2" to 16'0" wide) 75, 190, 84A, 94, 42, 48, 55, \AINDCODEO-W4 Garage Door 4RST, 6RST, 4RSF, 6RSF, GD5S, GD5SV, GR5S, GR5SV, AR55, ARSSV, ED5S, ED5SV Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +24 PSF/-24.5 PSF Other: The standard glazing available for this product meets the wind load requirements of the building code but DOES NOT meet the impact resistant requirement for windborne debris regions. Certification Agency Certificate FL15279 R5 C CAC Letter with proof of contract and proof of inspection.odf FL15279 RS C CAC W4 Listing Intertek.odf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL15279- R5 II 101711-B-Revl5.odf Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: Go to Page C1 Page 1 / 8 d 10 Back Nert Contact Us :: 2601 Blair Stone Road, Tallahassee FL 32399 Phone: 850-187.1824 The State of Flonda is an AA/EEO employer. Coovnoht 2007.2013 State of Florida.:: Pnvacv statement :: Accesslbillty Statement :: Refund Statement Under Florida law, email addresses are public records. If you do not want your e-mail address released in response to a public -records request, do not send electronic mail to this entity. Instead, contact the office by phone or by traditional mall. If you have any questions, please contact 850.487.1395. 'Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address If they have one. The emalls provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine If you are a licensee under Chapter 455, F.S., please click here . , Product Approval Accepts: C.-krit Cdrd Safe https://www.floridabuildinQ.org/pr/pr_app_dtl.aspx?param=,A,GEVXQ,ArtDgv'yV-VKJZ 1 Q... 2/1/2018 T3LiT.Tsl t1• a7 rsa 10® MrJ.r•E aE)t> a .•rn2 e7 a©®0 ur:Terts.1111>•IIs>_ T[ Jr1FF!1 L•TTD.tirA N TCa I.1•[7 TAEOAGE 143DZ' RAISO PANEL U®1 ®IS INMIELl 115 CA 123 GA DG ELVAT Gass, Dm3V, TJi . QJS Q]SV InsnARTISTRY' AESf ARSSV BEAL ems Emsv SHEET 1 OF 2 DATE ODSCRTPT1mI wa 11 3o/07 ADDED EXEEK ED HEXd(1S. COMfED iU AY. 10 a Oe. ADDED M 1429. 420L 55S 11 1021 05 ADDED WIN 4F 12 700• ADDED 'CANOME HOUSE DAWSS DDORS. 13 0 010 UPDATED MODEL TABLE 14 1/2012 REVISED WIND SPEED TABLE FOR ASCE7-I0. OPTIONAL GLAZING MAY BE STANDARD OR IMPACT RESISTANT GLAZING. SEE SECTION B-B FOR DETAILS. e1m• aaaE mn (sex Trsli ra o1r1 MAX. STANDARD SIZE IS 42-1/2'.10'. IMPACT AnAom W/ Top-L-Im MP • •ml F. RESISTANT GLAZING IS 21-5/E'.14-1/5". A L OFIIOf W. aVrmE RLYFD =m POW" MA.. coon EOM - TLAS' 3RDIH RNSm-LINTEL MEIIM 'OYEVQ 1nHSE SSRI RNSlZH/ANEL D N30 APPREAM 14. n• O 7 sons 1 Pu P ml a'AtWs 4 0< no 1wfE] In e1 NTFTMHMrt Ann • van t• SEE SHEET TWO FOR IMPACT RESISTANT CONSTRUCTION DETAIL "A" AND STANDARD CONSTRUCT DETAIL 'B"; TRACK AND JAMB DETAILS. DESIGN ENG09M MARK WESTER:IE D. P. FLORIDA P.E. 040495. 11C P E. f 0a32, TEkAS P.E. 001513 SECTON A -A (SIDE VIEWI 3' TALL U-BAR pa. 20 GA. GALV. STEEL MIN. YERD STRENGTH: 50 KSI mo. 2' THICK 13' I— ttnoaFmR'Fan lawn . m1 Nwx 1-7/0" T rd( C, 12 GA. GAILY. STEEL TOP ROLLER BRACKET. EACH B 5 B'RACKET METAL SHIP LAP JOINTS. C o I 14 CA GALV. ROLLER HINGE. EACH HINGE FASTENED TO END STILES WITH (4) 01415/0' SHEET METAL SCREWS AND (4) 1/ 4'.3/4" SELF TAPPING SCREWS. SEE VIEW 'B'. If DENSITY POLYSTYRENE FOAM INSULATION 1- 5/10- THICK WITH VINYL FWRCELL BACKER ( INSULATED MODELS ONLY) 3' TALL . 20 GA. GALV. STEEL U-BARS IN 25 GA MIN. CALV. STEEL SHIN A 2-1-2-1 PATTERN (I.E. TWO U-BARS WTM A BAKED -ON PRIMER, ON BOTTOM SECTION. ONE U-BAR ON NEXT AND ABAKED-ON POLYESTER SECTION, ETC.). EACH U-BAR ATTACHED TOP COAT APPLIED TO BOTH WITH (2) 1/4'.3/4' SELF TAPPING SCREWS SIDES OF STEEL SKIN. PER STILE LOCATION. llw OOOI Im1 w Q® n4x [4]GI IGw fG M RLIa• TO DE RNw1 NTWI[ w0 S.[m11Elm /OLVAO wleR ooa fN uc MDRRDDH L eaRnRa ama IRA9D UI Aaav- 1R) ra nc wow. avmvs q Dn Nmm. U DON1 Na 2' v •DIN N Dv 2oI¢ ]) NII Roar Na1E Nv .) TISOn N AfWCON-f wVlflNm NdAI SII I =_=DFF GDIAAON n A a ` mblI.w[SSOw w Oirul LLT1MT[ vRm van a4AD LID U5 m IY m Gil7gf D. C.R.,o RC 1 1.0 R GR m NO2NT v I E, I B, I v NI 13 GA. GALV. STEEL BOTTOM BRACKET. ATTACHED WITH (2) j14.5/0" SHEET METAL SCREWS. L ALUMINUM EXTRUSION VINYL WEATHERSTRIP. DESIGN LOADS: +24.0 PSF k -24.5 PSF TEST LOADS: +30.0 PSF & -37.0 PSF WPC: PAN-2F153 VDT 1 RATDn NA.. Dml azE Clupay W 4 16.0-W . I6'0"H 1/ 3/97 DEsalP"D"` CLASSIC AND CH RP STEEL PAN Building Products 8 5a5 R 45040 vN BY, JAC DOUBLE -CAR, 16'W +24/-24.5 PSF MASOCOT OTI (513) 770-4800 ORAVDia MDOEIR vE1n ncckro En B 101711 IBC D+P•Y aNF..U.o AD IeRne. R.w,a.•. MWW IPPROVAL 15279 1 v If REaN SNR/Afi 141II' RAnLD IAN6 Ulf Dmli Nffif 1 17W 195W Da CLIPAY O07S, MSV, WLIERY' 71A TNAV 1R 1 ARTISTRY' N7f NSSV OX& CAA IursE cm ED7f V Dm IQO/f saTmO r R U 3 1I000 _—•e _ W fGLla ON xf' COROO. 1-L 1 oA 14m1 KAIrFD. VO Itl O SCREWS MY BE CQROOReO (MOT NOT KOU11m1 TO FlIONox A NI191 IY{ IOIMNO pRiAQ.-IIOIRfrRK LAID W IIOT 1Mi6lt]I UM 101 0 O IE'Y WL M' i O 1 I•. 7• Y[1K ANOmII Qn OI M, OEROa MOOO 9 -L OO TE3. IY1 17 MIOID OM SLEEVE NIOp6 f on 1/A•rs• MCCO lOat/E'01 17* CENTERS (2= SI YO. Om wm OR r mOEa ID-rE aL00. 1. 00. A9a0 RmINEL OM TN'0016 A11O100 Y4 O: COLM061R41 IM N01 KoM ]0 Ha1L A RIM IOIMIORrrATE. ImM20NTN. Ym 00 NOf TRV. IW6 IS& V RER)1 ro GSM TES-111. A LM7W R31m1 IAOl69pYlMEK50K [IPIDIm m N1110![ ALRIOICIE CAS. NO/ 011 AV01 MIIYlMT0 L wn>. ANATnM n AAan m Doan IMPACT RESISTANT ASSEMBLY DETAILS DRAWING 101711-A SECTION B-B (IMPACT -RESISTANT CIA7ING OPTION) RIK V t4] OWM non Ergo. TIDE ANNNn raIRslCAN IEm InmaRfSTEEL onrOauOtnsI wAND I IMIi OE a® ro WLFW (10) 14. 3/r 0=0. a i SOIID ! ((MO 01A> aloj IKI mm R wrowL mr=-RERTNIT amm AK 0VIC1-A195TMR. OIMIDIIAL M MON-WOAD 10.TCAAI n I'ma FWME MO fAAID10 m Q LE WI SLnurr. ANAAPIK"m Cn rTNTO M A"O`RWJ E ITIH x DO Gala mo ASSEMBLY1TIREFLO I OOYRYNCI )fill I16 uvw YLE7 TIE nm )DAD EETSMIE]D7 A TIE R R BLIJOIEMM M . WTIN1101AL /WCD. COI[ YO YIIDraVACTF36TAIlTIm1O0alADIAL. OWIEI II rC/OC} STANDARD ASSEMBLY DETAILS DRAWIN010171 1 -13 SECTION B-B ( NON -IMPACT RESISTANT GL.A7ING OPTION) I'mcm rTwa RTM Dv. WTOO ON 181150E SUPF L mm TART IROIT 1RAW O MARO'K11 TIN rRrNc oIAEIm MOILED DamE J MITE RETAM0. NW4• PAN KM SOAR. STANDARD ASSEMBLY CONSTRUCTION: alTmllAL SI. Oi a I/S ACnLO WES AVALAILE OFlOIUL AfJM1C QAELIO O r1ASKOUTE OPM dl WOIE CP APPWAD = PLASTO M ACDOOVOE WITH OC/IN 2606. WE DMRX DOORASSEMBLYMSEILM M COMPLPXa RTnI T1O] ACMIOM 11Qn ra Iran ID.D RLOUOEQn! A nE iTAIEA ZLn0M CODE OR MEOVJT L PJLMM COA OR RULM MEET THE IVACT RE3MW KOAEMON run MOOIOOE OMOS REGOS REP. OfAIIOI IS M) ). SHEET 2 OF 2 REv - DATE sEE aL1 MaALIIO a OoT1 r6W111 (m fiAT) m YEMOR NE me EO G WL aALY. Ilm EO f10L f0 G WV STEEL MTEA !RE I! G fMLY mm 1M01 RIOQIS rASIUP i0i'000 iW OM OK I/M'r1-I W SCAFYI 11 G OALV IEMOE 1iVa1 Iq OVOET. NNOE rAS1O.FD m xRE] Is. tD ONE PER ROLLER) x• KALV. STEEL TRACK rA11Ea1 ro 14 G MY. MOLLER NNOL E— —1 tr G uV_ v. Sifa TIMOI OVOan Tan aaT oeAro rASOOJ roEm mo ROTH (q IIrI/I' SIIET 1QA SCRM AND (q Nf>g: TRACK CONilOURAnON ABOVE THE DOOR OPENWG M1I Aa a/ i E/P mE Sung soars. DOES NOT AFFECT 71¢ N7ND LOAD RATWG OF THIS DOOR. x• 10 MALL SORT SIEI STEEL MOIER OM iM WlE1DOiI1I1 SM[[ L 01 NRDM T1a IOIaOOOMTAL TIMM AFPORE r( 00 S10Ti S¢ Imx c- c r WL DOM AIO UIIOR na [ESr71 A M SVrOSTNO STR1lCfIR1AL Ei]IEME flwl K n! AES/019MT v n[ PIIOfL5901V1 a R¢vm TOR THE ILILIm ON STORTOE Nm N IL'C'010VIR OnlOlRlnOORO m00 FOR ra Id0] 13 G fVLV. mm nA0 TARGET. ACN jASIOa) Tg ) ODD .Wu aW e11I'.1-S/I ROm IIm solOri Uw TOP BRACKET DOUBLE HORIZONTAL TRACK Mahn ON ME OAI16 EI DO IBIE TR M•K LOWHEADROOMOPRON r x' OLV. STEEL TRICK. 1. 101 TRAO TlCmng m{o• _ p T'R. ]- 1/]'.tx G CILV ITEIL TR= O MNET. boa 1) iLimt O4Cttm IETI Smc IS MADISEMMLA 111AE1 IDK r s MRMtf 4C P. IDEAS I Clopayding Products u " N aH 4Z50w4o nDOnv (513) 770- 4500 mrlo N 10 15276 DOORS OVER r TALL 17 G NLV. Sim MVO MONEY I13) f1A. U®/ K19 1100D STAR r a1/v. Sim HACK, TRAEI TIDL1OESi DID' 1EL 7T x-1 1x G wv. 51m TRAMx< a1xY¢r. H' O VOEI! PO1 SxE (1)r m IF TNat IRAOaD lilt sDE ro 1Y Ilpl KIRIIII M0 ND TANl1 " MPC: PAN-2F153 MITE 1/3/ 97 1GVN BY. JAC xCKEO IV. MWW O F, FOR DOOM OVER L® 12,_W NOL TRAOI CO FEUR mN mW1 Na EOED MAAMM SPA= PPKNIM COIALT MOM MOLL ME ORAL F Rm DESIGN LOADS: +24. 0 PSF IT -24.5 PSF TEST LOADS: +35. 0 PSF i -37.0 PSF VMBLRAD MAIMED KAL DOOR SIZE W 4 I 10'0'W K 16-0-H DEsavTmK CLASSIC AND CH RP STEEL PAN DOUBLE -CAR. 1B• W +24/-24.5 PSF WAVOG fUOEA B VGA• 101711 IBC Florida Building Code Online Page 1 of 4 BCIS Home Log In User Registration Hot Topic Submit surcharge Stats B Facts Publications FBC Staff j BCIS Site Map ! Links Search lorea z tProduct Approval URPub"¢ User product Approval Menu > Product or Application Search > Application Lis t > Application Detail FL FL17499-R3 Application Type Revision Code Version 2017 Application Status Approved Approved by DBPR. Approvals by DBPR shall be reviewed and ratified by the POC and/or the Commission if necessary. Comments Archived Product Manufacturer Address/Phone/Email Authorized Signature Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Subcategory Compliance Method Certification Agency Validated By Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved MI Windows and Doors 650 West Market Street Gratz, PA 17030 717) 365-3300 Ext2560 bsitlinger@miwd.com Brent Sitlinger bsitlinger@miwd.com Windows Single Hung Certification Mark or Listing American Architectural Manufacturers Association Steven M. Urich, PE G Validation Checklist - Hardcopy Received Standard AAMA 506 AAMA/WDMA/CSA 101/I.S.2/A440 AAMA/WDMA/CSA 101/I.S.2/A440 Method 1 Option A 01/15/2018 01/15/2018 01/21/2018 Year 2011 2008 2011 https://www.floridabuilding. org/pr/pr_app_dtl.aspx?param=vGEVXQAtDgtCUGgvj Qiz6B... 2/ 1 /2018 Florida Building Code Online Page 2 of 4 Summary of Products FL # I Model, Number or Name Description 17499.1 1185 SH 36x84 Fin/Flange Frame IG/SG Impact Single Hung Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17499 R3 C CAC MI Windows - 185 SH (Fin) Impact 4). pdfApprovedforuseoutsideHVHZ: Yes Impact Resistant: Yes F1 17499 R3 C CAC MI Windows - 185 SH (Fin) Impact (5) Done.DdfDesignPressure: +55/-55 Other: R-PG55*, Missile Level D, Wind Zone 3. Glass to be FL17499 R3 C CAC MI Windows - 185 SH (Flange) Impact 3).pdfbeddedinPecora896sealant. FL17499 R3 C CAC MI Windows - 185 SH (Flange) Impact a . df Quality Assurance Contract Expiration Date 10/17/2018 Installation Instructions FL17499 R3 II 08-02545B.Ddf Verified By: Luis R Lomas PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17499 R3 AE 513321E-3.pdf Created by Independent Third Party: Yes 17499.2 185 SH 52x72 Fin/Flange Frame IG/SG Single Hung Laminated Glass Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17499 R3 C CAC APC(13361)E1726.01-109-47-R0 185 SH(FLG waiver),I)dfApprovedforuseoutsideHVHZ: Yes Impact Resistant: No FL17499 R3 C CAC M1 Windows - 185 SH (Fin) (11).Ddf FL17499 R3 C CAC MI Windows - 185 SH (Fin) (12).pdfDesignPressure: +60/-60 FL17499 R3 C CAC MI Windows - 185 SH (Flange) Other: R-PG60 10 . df Quality Assurance Contract Expiration Date 10/08/2018 Installation Instructions FL17499 R3 lI 08-02549B.pdf Verified By: Luis R Lomas PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17499 R3 AE 513327E-4.pdf Created by Independent Third Party: Yes 17499.3 185 SH 36x84 Fin/Flange Frame IG/SG Single Hung Laminated Glass Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17499 R3 C CAC APC(13363)E1729.01-109-47-RO 185 SH (FLG waiver).pdfApprovedforuseoutsideHVHZ: Yes Impact Resistant: No FL17499 R3 C CAC MI Windows - 185 SH (Fin) (13).odf FL17499 R3 C CAC MI Windows - 185 SH (Fin) (14).i)dfDesignPressure: +60/-60 FL17499 R3 C CAC MI Windows - 185 SH (Flanae) Other: R-PG60* 11).Ddf Quality Assurance Contract Expiration Date 10/17/2018 Installation Instructions FL17499 R3 II 08-02550B Ddf Verified By: Luis R Lomas PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17499 R3 AE 513328B-5.Ddf Created by Independent Third Party: Yes 17499.4 185 SH 36x7i Fin, Finless, Flange Frame IG Single Hung Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17499 R3 C CAC APC H0462.01-109-47-RO 185 SH 042522).DdfApprovedforuseoutsideHVHZ: Yes Impact Resistant: No Quality Assurance Contract Expiration Date Design Pressure: +60/-67 04/25/2022 Other: R-PG60' Installation Instructions FL17499 R3 II 08-03163.Ddf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17499 R3 AE 514082.odf Created by Independent Third Party: Yes 17499.5 185 SH 52x72 Fin/Flange Frame IG/SG Impact Single Hung Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17499 R3 C CAC MI Windows - 185 SH (Fin) Impact 2) DdfApprovedforuseoutsideHVHZ: Yes Impact Resistant: Yes FL17499 R3 C CAC MI Windows - 185 SH (Fin) Impact https://www.fl'oridabulld*mc,.ora/pr/pr_app dtl.aspx?param=wGEVXQw-tDqtCUGavjQiz6B ... 2/ 1 /2018 Florida Building Code Online Page 3 of 4 Design Pressure: +55/-55 3( ).pdf Other: R-PG55, Missile Level D, Wind Zone 3. Glass to be bedded in Pecora 896 sealant. FL17499 R3 C CAC MI Windows - 185 SH (Flange) Impact 2) pdf L17499 R3 C CAC MI Windows - 185 SH (Flange) Impact 5).odf Quality Assurance Contract Expiration Date 10/10/2018 Installation Instructions FL17499 R3 II 08-02544B-).pdf Verified By: Luis R Lomas PE 62514 Created by Independent Third Party: Yes Evaluation Reports FL17499 R3 AE 513320B-1.Ddf Created by Independent Third Party: Yes 17499.E 185 SH 52xB4 Fin/Flange Frame IG/SG Single Hung Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17499 R3 C CAC APC(13362)E1725.01-109-47-RO 185 SH(FLG waiver)5-8IG 1-8A 52 1-SX84 R60(100918).pdfApprovedforuseoutsideHVHZ: Yes FL17499 R3 C CAC MI Windows - 185 SH (Fin) (10).pdfImpactResistant: No FU7499 R3 C CAC MI Windows - 185 SH (Fin) (9).pdfDesignPressure: +60/-60 FL17499 R3 C CAC MI Windows - 185 SH (Flange) (9).odfOther: R-PG60 Quality Assurance Contract Expiration Date 10/09/2018 Installation Instructions FU7499 R3 II 08-02546B-2.Ddf Verified By: Luis R Lomas PE 62514 Created by Independent Third Party: Yes Evaluation Reports FL17499 R3 AE 513322B-2.pdf Created by Independent Third Party: Yes 17499.7 185 Triple SH 111x72 Fin Frame IG/SG Single Hung 110x72 Flange Frame IG/SG Single Hung Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17499 R3 C CAC MI Windows - 185 SH Triple (Fin) 3 dfApprovedforuseoutsideHVHZ: Yes Impact Resistant: No FL17499 R3 C CAC MI Windows - 185 SH Triple (Fin) dfDesignPressure: +50/-50 Other: R-PG50- FL17499 R3 C CAC MI Windows - 185 SH Triple (Flange) 3) odf FL17499 R3 C CAC MI Windows - 185 SH Triple (Flange) 4 df Quality Assurance Contract Expiration Date 10/20/2018 Installation Instructions FL17499 R3 II 08-02548B.pdf Verified By: Luis R Lomas PE 62514 Created by Independent Third Party: Yes Evaluation Reports FL17499 R3 AE 513324B-6,odf Created by Independent Third Party: Yes 17499.8 185 Twin SH 106x72 Fin Frame IG/SG Single Hung 105x72 Flange Frame IG/SG Single Hung Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17499 R3 C CAC MI Windows - 185 SH Twin (Fin) 3) pdfApprovedforuseoutsideHVHZ: Yes Impact Resistant: No FL17499 R3 C CAC MI Windows - 185 SH Twin (Fin) a).pdfDesignPressure: +45/-45 Other: R-PG45 FL17499 R3 C CAC MI Windows - 185 SH Twin (Flange) 3).Ddf FL17499 R3 C CAC MI Windows - 185 SH Twin (Flange) 4).odf Quality Assurance Contract Expiration Date 10/20/2018 Installation Instructions FL17499 R3 II 08-02547B-7.pdf Verified By: Luis R Lomas PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17499 R3 AE 513323B-7 Ddf Created by Independent Third Party: Yes Back Nert Contact Us 2601 Blair Stone Road, Tallahassee FL 32399 Phone. 850-487-1924 The State of Florida is an AA/EEO employer. Copyright 2007-2013 State of Florida.:: Pnvacv Statement ., Accessiblilty Statement : • Refund Statement https:H,A,ww. floridabuilding. orc,/pr/pr_app_dtl. aspx?param=wGEVXQwtDgtCUGgvj Qiz6B ... 2/ 1 /2018 Florida Building Code Online Paae 4 of 4 Under Florida law, email addresses are public records. If you do not want your e-mail address released in response to a public -records request, do not send electronic mail to this entity. Instead, contact the office by phone or by traditional mall If you have any questions, please contact 850.487.1395. `Pursuant to Section 455.275(1), Flonda Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address If they have one The emails provided may be used for official communication with the licensee However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine if you are a licensee under Chapter 455. F.S., please click here . Product Approval Accepts: rrrCredl: Card Safe hrtps://www.floridabuil ding. ore/pr/pr_app_dtl. aspx?param=wGEVXQwtDgtCUGgvj Qiz6B... 2/ 1 /2018 NOTES: 1. THE PRODUCT SHOWN HEREIN IS DESIGNED AND MANUFACTURED TO COMPLY WITH REQUIREMENTS OF THE FLORIDA BUILDING CODE. 2. WOOD FRAMING AND MASONRY OPENING TO BE DESIGNED AND ANCHORED TO PROPERLY TRANSFER ALL LOADS TO STRUCTURE. FRAMING AND MASONRY OPENING IS THE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD. 3. 1X BUCK OVER MASONRY/CONCRETE IS OPTIONAL. 4 WHERE SKIM OR BUCK THICKNESS IS LESS THAN 1-1/2" WINDOW UNITS MUST BE ANCHORED THROUGH THE FRAME IN ACCORDANCE WITH MANUFACTURER'S PUBLISHED INSTALLATION INSTRUCTIONS. ANCHORS SHALL BE SECURELY FASTENED DIRECTLY INTO MASONRY, CONCRETE OR OTHER STRUCTURAL SUBSTRATE MATERIAL. 5. WHERE WOOD BUCK THICKNESS IS 1-1/2" OR GREATER, BUCK SHALL BE SECURELY FASTENED TO MASONRY, CONCRETE OR OTHER STRUCTURAL SUBSTRATE. WINDOW UNITS MAY BE ANCHORED THROUGH FRAME TO SECURED WOOD BUCK IN ACCORDANCE WITH MANUFACTURER'S PUBLISHED INSTALLATION INSTRUCTIONS 6 WHERE IX BUCK IS NOT USED DISSIMILAR MATERIALS MUST BE SEPARATED WITH APPROVED COATING OR MEMBRANE. SELECTION OF COATING OR MEMBRANE IS THE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD. 7 BUCKS SHALL EXTEND BEYOND WINDOW INTERIOR FACE SO THAT FULL FRAME SUPPORT IS PROVIDED. 8. FOR FIN INSTALLATION SHIM AS NEEDED. FOR FRAME INSTALLATION SKIM AS REOUIRED AT EACH ANCHOR LOCATION WITH LOAD BEARING SKIM SHIM WHERE SPACE OF 1/16" OR GREATER OCCURS. MAXIMUM ALLOWABLE SHIM STACK TO BE 1/4" 9. SHIMS SHALL BE LOCATED, APPLIED AND MADE FROM MATERIALS AND THICKNESS CAPABLE OF SUSTAINING APPLICABLE LOADS. 10. WIND LOAD DURATION FACTOR Cd=1.6 WAS USED FOR WOOD ANCHOR CALCULATIONS. 11. FRAME MATERIAL, EXTRUDED RIGID PVC. 12. UNITS MUST BE GLAZED PER ASTM E1300-04/09, SEE SHEET 11 FOR CLASS DETAILS. 13. APPROVED IMPACT PROTECTIVE SYSTEM IS REQUIRED FOR THIS PRODUCT IN WIND BORNE DEBRIS REGIONS 14 FOR ANCHORING THROUGH FIN INTO WOOD FRAMING OR 2X BUCK USE #8 WOOD SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 1/4" MINIMUM EMBEDMENT INTO SUBSTRATE LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. REVISIONS DESCRIPTION DATE APPROJE0 REVISED ANCHOR SPACING k CHARTS 07/11/16 RL. REVISED GLASS 10/02/17 R.L 15 FOR ANCHORING THROUGH FRAME INTO WOOD FRAMING OR 2X BUCK USE #10 WOOD SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 1/4" MINIMUM EMBEDMENT INTO SUBSTRATE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 16. FOR ANCHORING THROUGH FRAME INTO MASONRY/CONCRETE USE 3/16" TAPCONS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 1/4" MINIMUM EMBEDMENT INTO SUBSTRATE WITH 2 1/2" MINIMUM EDGE DISTANCE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 17. FOR ANCHORING THROUGH FRAME INTO METAL STRUCTURE USE #10 SMS OR SELF DRILLING SCREWS WITH SUFFICIENT LENGTH 10 ACHIEVE 3 THREADS MINIMUM BEYOND STRUCTURE INTERIOR WALL. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 18. ALL FASTENERS TO BE CORROSION RESISTANT. 19 INSTALLA1ION ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH ANCHOR MANUFACTURER'S INSTALLATION INSTRUCTIONS AND ANCHORS SHALL NOT BE USED IN SUBSTRATES WITH STRENGTHS LESS THAN THE MINIMUM STRENGTH SPECIFIED BELOW: A WOOD: MINIMUM SPECIFIC GRAVITY OF G=0.42 B. CONCRETE: MINIMUM COMPRESSIVE STRENGTH OF 2,000 PSI. C. MASONRY: HOLLOW/FILLED BLOCK PER ASTM C90 WITH Fm=2,000PSI MINIMUM. D. METAL STRUCTURE: STEEL 18GA (.048") FY=33KSI/FU=52KSI OR ALUMINUM 6063-T5 FU=30KSI .048" THICK MINIMUM TABLE OF CONIENTS SHEET NO. DESCRIPTION 1 NOTES 2 - 3 ELEVATIONS 4 - 10 INSTALLATION DETAILS 11 COMPONENTS SIGNED: 1211412017 MI WSN DOW AND LLC R I IL EDOOR ET WESTMASoS0411% 9 GRATZ, PA17030-0370 4••GENSE p k: j1 1O's 5 SERIES 185ALUMINUMSINGLEHUNGWINDOW52" X 72" NON -IMPACT 4• (_ NOTES g1 , STAT OF G\` DRAWN OWCNoORIOP08EEB Z``ONj1 1 A LUISR. Lomas P.E. FL No.: 62514 SCALE NTS -' E 12/29/14 SOT 19 OF 11 L. ROBERTO LOADS P.E. 14324VOODFORDRDLEWISVILLE.NC27023 434. 666 0600 db_S@Na Spt c 52" MAX FRAME WIDTH 2" MAX 16" MAX O.C. — 1 I I 16" MAX O O.C. IAX AME IGHT X f 52" MAX FRAME WIDTII -- 2" MAX "'2" MAX — 16" MAX O.C. — I 2" MAX 2" / t7 16" /,/ 0MAX 0 C. /q 72" T-7 / MAX FRAME HEIGHT Q X 185 ALUMINUM SINGLE HUNG WINDOW 185 ALUMINUM SINGLE 14UNG WINDOW EXTERIOR VIEW DESIGNER EXTERIOR VIEW FLANGE d FINLESS INSTALLATION FLANGE d FINLESS INSTALLATION SEE CHART N 1 FOR SMALLER UNITS REOUIRED ANCHORS SEE CHART 01 FOR SMALLER UNITS REOUIRED ANCHORS DESIGN PRESSURE RATING IMPACT RATING t80.0PSF NONE NOTES: 1. MAXIMUM SASH SIZE: 51" X 36". 2. MAXIMUM SASH D.L.O.• 47 5/8" X 32 1/2". 3 MAXIMUM FIXED D.L.O. 49 3/8" X 32 1/2", HARDWARE SCHEDULE METAL SWEEP LOCK AT 6" FROM EACH END INTERIOR MEETING RAIL BLOCK AND TACKLE BALANCE AT JAMBS RENSIONS REV DESCRI11110N OAIE APPROVED A REVISED ANCIIOR SPACING k CHARTS 07/11/16 RL B REVISED GLASS 1 10/02/17' R,L. CHART#i Numbor of anchor locations required Frame Frame Width (in) Height 18.00 24.00 30.00 36.00 42.00 48.00 52.00 fin) Head Jamb Head Jamb Head Jamb Head Jamb Head Jamb Head Jamb Head Jamb 24.00 2 3 3 3 3 3 3 3 4 3 4 3 4 3 30.00 2 3 3 3 3 3 3 3 4 3 4 3 4 3 36.00 2 3 3 3 3 3 3 3 4 3 4 3 4 3 12.00 2 4 3 4 3 4 3 4 4 4 4 4 4 4 48.00 2 4 3 4 3 4 3 4 4 4 4 4 4 4 54.00 2 5 3 5 3 5 3 5 4 5 4 5 4 5 60.00 2 5 3 5 31 5 3 5 4 5 4 1 5 4 5 66.00 1 2 1 5 1 3 5 3 1 5 1 .3 1 5 4 5 4 5 4 5 7200 2 6 3 6 3 6 3 6 4 6 4 6 4 6 MI WINDOWS AND DOORS, LLC 650 WEST MARKET STREET GRATZ. PA 17030-0370 SERIES 1 BS ALUMINUM SINGLE HUNG WINDOW 52" X 72" NON —IMPACT FLANGE & FINLESS ELEVATIONS DRAWN. DWC No N.G. 08-02549 SCALE NTS DAIE 12/29/14 SIIEEI2 OF 11 L. ROBERTO LOMAS P.E. 1432 WOODFORD RD LEWISVILLE, NG 27023 431.688 0609 somas@hlomaspe ronl SIGNED: 1211412017 1R I IL oM i r••VGENS; •Jl 7TM 5 * ATE OF ' Okip REv ' i' ,(ORI P • e Luis R. Lamas P.E. FL No.: 62514 11 52" MAX FRAME WIDTH — 2" MAX — 10" MAX O.C. I 10" MAX 0 C T— O 2 IAX AME IGH! 4 MAX FRAME WIDTH 2" MAX 2"MAX[15 I 10" MAX 0 C. 2" F, 10" MAX 0 C. 0 f 72" / MAX FRAME HEIGHT / JA -/ ]I, REVISIONS ' REV DESCRIPTION DATE APPROVED A REVISED ANCIIOR SPACING do CHARTS 07/11/15 RL. 2" MAX D REVISED GLASS 10/02/17 R.L. CHART#2 Number of anchor locallons required Framo Frame Width (in) Height 18.00 1 24.00 30.00 36.00 1 42.00 48.00 52.00 in) H 6 S Jamb H 6 S Jamb H 6 S Jamb H 6 S Jamb IH&S Jamb H d S Jamb H 6 S Jamb 21.00 3 3 3 3 4 3 5 3 5 3 6 3 6 3 30.00 3 4 3 4 4 4 5 4 5 4 6 4 6 4 3600 3 5 3 5 4 5 6 5 5 5 6 5 6 5 42.00 3 5 3 5 4 5 5 5 5 5 6 5 6 5 48.00 3 6 3 6 4 6 5 6 5 6 6 6 6 6 54.00 3 6 3 6 4 6 5 6 5 6 6 6 1 6 6 60.00 3 7 3 7 4 7 7 5 7 6 7 6 7 66.00 3 B 3 8 4 8 5 8 5 8 6 B 6 8 72.00 3 0 3 8 4 8 5 1 B 1 5 1 B 1 6 1 8 6 8 I ' 185 ALUMINUM SINGLE HUNG WINDOW 185 ALUMINUM SINGLE HUNG WINDOW EXTERIOR VIEW EXTERIOR VIEW FIN INSTALLATION FIN INSTALLATION SEE CHART #2 FOR SMALLER UNITS REQUIRED ANCHORS SEE CHART Y2 FOR SMALLER UNITS REQUIRED ANCHORS DESIGN PRESSURE RATING IMPACT RATING t60.OPSF NONE NOTES: 1. MAXIMUM SASH SIZE. 51" X 36". 2. MAXIMUM SASH D.L 0 • 47 5/8" X 32 1/2". 3. MAXIMUM FIXED D.L0. 49 3/8" X 32 1/2'. HARDWARE SCHEDULE METAL SWEEP LOCK AT B" FROM EACH END INTERIOR MEETING RAIL BLOCK AND TACKLE BALANCE AT JAMBS SIGNED: 1211412017 MI DOOR LLC R I lL o650DOWWESTMARKETE,T G E NSA qd) GRATZ, PA 17030-0370 i, 10SERIES185ALUMINUMSINGLEHUNGWINDOW 52" X 72" NON -IMPACT FIN ELEVATIONS 0 , STAT OF ty s .Ci 0R1O'. •G\\ Luis R. Lomas P.E. DRAWN DWC NO 08 25 REV SCALE NTS DATE 12/29/14 SHEET 39 OF 11 L ROBERTO LOMAS P.E. 1132LVOODFORDRDLEWISVILLE,NC27023 FL No.: 62514 434-688-0609 Nlomas@ftlamaspe mm REVISIONS ' 1/2" MIN REV DESCRIPIION DATE APPROVED EDGE' DISTANCE - A REVISED ANCHOR SPACING k CHARTS 07/11/16 R.L. WOOD FRAMING OR 2X BUCK, I B REVISED CLASS' 10/02/17 R.L. BY OTHERS 1 1/4" MIN.. EMBEDMENT - BACKER ROD . k APPROVED x 1/4' MAX. SEALANT SHIM SPACE 1 1/4" MIN 1/4" MAX. J10 WOOD SCREW EMBEDMENT SHIM SPACE 1 1/2" INTERIOR MIN EDGE INTERIOR DISTANCE JJJ U L j/ 10 WOOD SCREW WOOD FRAMING EXTERIOR OR 2X BUCK BY OTHERS BACKER ROD APPROVED EXTERIOR SEALANT JAMB INSTALLATION DETAIL III WOOD FRAMING OR 2X BUCK INSTALLATION BACKER ROD do APPROVED SEALANT WOOD FRAMING OR 2X BUCK BY OTHERS VERTICAL CROSS SECTION SILL TO BE SET IN A BED OF APPROVED STRUCTURAL SEALANT 1/4" MAX. SHIM SPACE WOOD FRAMING OR 2X BUCK INSTALLATION NOTES I INTERIOR AND EXTERIOR FINISIICS, BY OTHERS, NOT SI4OWN FOR CLARITY 2 PERIME7 ER AND JOINT SEALANT BY OTHERS 70 BE DESIGNED IN ACCORDANCE WIT14 ASTM E21 12 MI WINDOWS AND DOORS, LLC 650 WEST MARKET STREET GRATZ, PA 17030-0370 SERIES 185 ALUMINUM SINGLE HUNG WINDOW 52" X 72" NON —IMPACT FLANGE INSTALLATION DETAILS DRAWN- DWG NO N.G. 08-02549 SEALE NTS PATE 12/29/14 1 S"EET4 OF 11 L. ROBERTO LOMAS P E. 1432 WOODFORD RD LE WISVILLE, NC 27023 434-66E 0609 Nlomns00—pe com SIGNED: 1211412017 R I Illo,,/ /, GENS gJ, SCfAT0 OF F= i0". REV i S'c(0ROt•G B/S/DNA j1i` Luis R. Lomas P.E. FL No.: 62514 MtI STRUCTU BY OTHE APPROVED SEALANT 1/2': MIN . EDGE DISTANCE . 1/4" MAX. SHIM SPACE r 10 SMS OR SELF DRILLING SCREW INTERIOR EXTERIOR BACKER R( APPROVE SEALAt M STRUCI BY OTI SILL TO BE SET IN A BED OF APPROVED STRUCTURAL SEALANT 1/4" MAX. SHIM SPACE VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION NOTES: I. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2 PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 REVISIONS ' REV DESCRIPTION W,IE APPROVED A REVISED ANCHOR SPACING & CHARTS 07/11/16 R.L. B' REVISED GLASS 10/02/17 R.L. 1/4" MAX. SHIM SPACE y 10 SMS oR INTERIORSELFDRILLING SCREWS MIN. EDGE DISTANCE I EXTERIOR METAL STRUCTURE BACKER ROD BY OTHERS k APPROVED SEALANT JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION SIGNED: 1211412017 MI WsN DOW AND LLC 1Ft o/I/i EDOORETWESTMASSLGRATZ, PA 17030-0370 v •y GENSF"Lp A yNO, 6;O' F SERIES 185 ALUMINUM SINGLE HUNG WINDOW 52" X 72" NON —IMPACT p- «('t-m FLANGE INSTALLATION DETAILS S7 , STAY O iF : Z0R10t•• DRAWN, DWG ND REv 08 9 B 7E/S//1NA IIE?G\\ srxE DAIS so E5NTS12/29/14 5OF 1 1 Luis R. Lomas P.E. L. ROBERTOLOADSRE1432IVOODFORD RD LEMSVILLE. NC 27023 FL No.: 62514 434-6EE 0609 dbw s@kb—spe— III---- . EDGEE 2 1/2" MIN. DISTANCE SONRY I - THERS . e .. 1 1/4" MIN. BUCK ' ' , ° EMBEDMENT S — 7 IEET I 1/4" MAX. BACKER ROD SHIM SPACE APPROVED SEALANT INTERIOR EXTERIOR 3/16- TAPCON REVISIONS REV DESCRIPTION DATE APPROVED A REVISED ANCHOR SPACING & CHARTS 07/11/16 R.L. 0 REVISED GLASS 10/02/17 R.L. 1 1/4" EMBEDMENT CONCRETE/MASONRY BY OTHERS MIN. 1MAX SHIM MSPACE a 3/ 16" TAPCON INTERIOR 2 I MIN. N. EDGE J DISTANCE EXTERIOR BACKER ROD APPROVED OPTIONAL 1X BUCK J SEALANT SEE NOTES 3 — 7 SHEET I JAMB INSTALLATION DETAIL CONCRETE7MASONRY INSTALLATION SILL TO BE SET N IN A BED OF INTERIOR AND EXTERIOR FINISHES, BY OTHERS, BACKER ROD APPROVED NOT SIIOWN FOR CLARITY APPROVED 2.2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE SEALANT SEALANT DESIGNED IN ACCORDANCE WITH AST M E21 12 SIGNED: 1211412017 OPTIONAL IX BUCK n vSHIM 1/4" MAX. MI WINDOWS AND DOORS, LLC 1111111II, SEE NOTESiEET ; SPACE 650 WEST MARKET STREET J S R' 04 i% G E NSF 9J1 GRATZ. PA 17030-0370 r, CONCRETE/ MASONRY SERIES 1B5 ALUMINUM SINGLE HUNG WINDOW o, 6 61 *= BY OTHERS 52" X 72" NON —IMPACT AGD2 • _ FLANGE INSTALLATION DETAILS A , STAT OF OR10t d • • DRAWN- owc No. 08 REv B iO 60 2549 ONA E DATE NTS12/29/14 6 OF 11 i+E G\ VERTICAL CROSS SECTION L. ROBERTO LOADS P.E. rLuis R. Lomas P.E. CONCRETE/ MASONRYINSTALLATION I1321VOODFORDItDLEMSVILLE,NC27023 FL No.: 62514 134.68E 0609 rllomasCWIrW ripe cum 1/2" MIN EDGE DISTANCE WOOD FRAMING OR 2X BUCK BY OTHERS BACKER ROD APPROVED x 1/4" MAX. SEALANT SHIM SPACE 10 WOOD SCREW BACKER ROD APPROVED SEALANT WOOD FRAMING OR 2X BUCK BY OTHERS SILL TO BE SET IN A BED OF APPROVED STRUCTURAL SEALANT 1/4" MAX. SHIM SPACE r VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION NOTES. 1. INTERIOR AND EXTERIOR FINISHES, BY OTI IERS, NOT SHOWN FOR CLARITY. 2 PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 1 1/4" MIN EMBEDMENT 1/2" MIN EDGE DISTANCE p 1 d o WOOD SCREW / REVISIONS ' DESCRIPTION DATE APPROVED REVISED ANCHOR SPACING & CHARIS 07/11/16 R.L. REVISED GLASS 10/02/17 R.L 1/4" MAX SHIM SPACE INTERIOR WOOD FRAMING EXTERIOR OR 2X BUCK BY OTHERS BACKER ROD APPROVED SEALANT JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION SIGNED: 1211412017 MI WINDOWS AND DOORS, LLC 650 WEST MARKET STREET 1111I11II,, a • 04/ GRATZ, PA 17030-0370 J\? r• \GENS' 9,1+ O's 5 k = SERIES 185 ALUMINUM SINGLE HUNG WINDOW 52" X 72" NON —IMPACT EpT FINLESS INSTALLATION DETAILS 77 , STAT OF 4" S :(OR10P •G.` DRAWN; owc No REv N.G. OB 502E549 B LUIS R. LOmOS P.E. FL No.: 62514 wTENTS 12/29/14 7 OF 11 L. ROBERTO LOMAS PE 1432 WOODFORD RD LEWISVILLE, NC 27023 434-66e-0609 NlnmaSLsnnmespewm REVISIONS 2 1/2" MIN. REV DESCRIPTION DATE APPROVED DISTANCEILfEDCIE A REVISED ANCIIOR SPACING do CHARTS 07/11/16 R.L. CONCRETE/MASONRY. B REVISED GLASS 10/02/1-7 R.L. BY,OTHERS 1 1/4" MIN. 1 1/4- MIN OPTIONAL 1X BUCK EMBEDMENT EMBEDMENT SEE NOTES 3 — 7 SHEET 1 CONCRETE/MASONRYIBYOTHERS OPTIONAL IX BUCK SEE NOTES 3 — 7 1/4" MAX. v SHEET 1 BACKER ROD SHIM SPACE APPROVED SEALANT 3/ 16" TAPCON ' 1/4 MAX. 3/16" TAPCON I SHIM SPACE INTERIOR • e INTERIOR ma 2 1/2- MIN. EDGE DISTANCE EXTERIOR EXTERIOR BACKER ROD APPROVED SEALANT JAMB INSTALLATION DETAIL CONCRETE/MASONRY INSTALLATION SILL TO BE SET IN A BED OF NOTES: BACKER ROD APPROVED APPROVED I. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, SEALANT STRUCTURAL NOT SHOWN FOR CLARITY. SEALANT 2. PERIMETER AND JOINTSEALANT BY OTHERS TO BE OPTIONAL I BUCK 1/4" MAX DESIGNED IN ACCORDANCE WITH ASTM E2112 SIGNED.' 12/14/2017 SEE NOTE 3 — 7 r SHIM SPACE SHEET 1 MI D LLC I IL CONCRETE/ MASONRY EDOOR ET 650DOWSWESTMN5111RI 0 giP i GRATZ. PA 17030-0370 GENS BY OTHERS n SERIES 185 ALUMINUM SINGLE HUNG WINDOW D 5 W = 52' X 72" NON —IMPACT p Wa • _ a' FINLESS INSTALLATION DETAILS STATE OF a O . c ORIO'• DRAWN. D«G NO. REV N. G. oe SoE 549 a ss ONA VERTICAL CROSS SECTION DATE NTS12/29/14 9 OF 11 j1 G` CONCRETFUMASONRYINSTALLATION L. ROBERTO LOMAS P.E. LUIS R. Lomas P.E. 1472 WOODFORD RD LEWISVILLE, NO 27023 FL No.: 62514 434-688.0609 Alomas@Lbmaspe mm APPROVED SEALANT BEHIND FIN 7/ 16" MIN j p EDGE DISTANCE rl INTERIOR x pFr,ull, EXTERIOR 1 1/4" MIN. EMBEDMENT _ WOOD FRAMING BY 01HERS 1/4" MAX. f SHIM SPACE 8 WOOD SCREW WOOD FRAMING BY OTHERS 1/4" MAX I r SHIM SPACE 8 WOOD SCREW 1 1/4" MIN. EMBEDMENT APPROVED SEALANT BEHIND FIN 7/16" MIN EXTERIOR EDGE DISTANCE JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION REVISIONS ' DESCRIPHON DAIE APPROM REVISED ANCHOR SPACING & CHARTS 07/11/16 R.L REVISED GLASS 10/02/17 R L. no wuuu ::CrtLW NOTES: 1/4" MAX I. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, SHIM SPACE NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 nurrm SIGNED: 12/14/2017 7/16" MIN EDGE DISTANCE MI WINDOWS AND DOORS, LLC x1111IM11I77 E L0Mq//' APPROVED WOOD 650 WEST MARKET STREET CRATZ. PA 17030-0370 J\S G NS S SEALANT FRAMING v F BEHIND FIN 1 1/4" MIN. BY OTHERS SERIES 185 ALUMINUM SINGLE HUNG WINDOW I loy6125 EMBEDMENT 52" X 72" NON —IMPACT b •//qqq( FIN INSTALLATION DETAILS 0 , MT O F VERTICAL CROSS SECTION F[oR1orWOODFRAMINGOR2XBUCKINSTALLATIONDRAWN. DWG ND REV FS • • ... • G 08 a roilillL?\\\\ 5054D9 OF 11SCALENTSDATE12/29/14 L. ROBER FO LOAMS P.E. LOTS R. Lomas P.E. 1432 LVOOOFORO RD LEWISVILLE. NC 27023 FL No.: 62514434-698-0609 Alomas@4bmaspemm METAL STRUCTURE BY OTHERS APPROVED SEALANT 1/2'•' MIN ' : r EDGE DISTANCE 1/4" MAX SHIM SPACE 10 SMS OR SELF DRILLING SCREW INTERIOR Cr EXTERIOR BACKER ROD APPROVED SEALANT METAL STRUCTURE BY OTHERS VERTICAL CROSS SECTION ME7AL STRUCTURE INSTALLAIION NOTES. I. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E21 12 SILL TO BE SET IN A BED OF APPROVED STRUCTURAL SEALANT 1/4- MAX. SHIM SPACE REVISIONS REV _. DESCRIPTION DATE 'APPROVED A REVISED ANCHOR SPACING h CHARTS 07/11/16 R L. B REVISED GLASS 10/02/17 R.L 1/4" MAX. SHIM SPACE ytD SMS OR INTERIOR SELF DRILLING SCREWS 1/2" MIN. 1 EDGE J DISTANCE I EXTERIOR METAL BACKER ROD STRUCTURE k APPROVED BY OTHERS SEALANT JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION SIGNED: 1211412017 n WINDOWSDOOREET LLC I IL T MARKETD a D11//i 9s GRATZ. PA 17030-0370 v •%GEIVT I l0 5SERIES185ALUMINUMSINGLEHUNGWINDOW 52" X 72" NON —IMPACT 9 • ( st07_ FINLESS INSTALLATION DETAILS U , STAT OF F•'toRlo• DRAWN: 0 NO. REV DB a/ss/ONAL1' Luis R. Lomas P.E. scAtE NTS °^'E 12/29/14 sOEET589 OF 11 L ROBERTOLOMASPE' 1432 WOODFORD RD LEWISVILLE, NG 27023 FL No.: 62514 434.6E0 0609 rROMS@ftMASPe MR 2 3/16" 1 7/8" - I 2 3/16 2 3/16" P15J FLANGE FRAME HEAD FLANGE FRAME JAMB FINLESS FRAME HEAD CM-18501 CAI-18503 CM-18553 ALUMINUM 6063-T5.050' THICK ALUMINUM 6063- T5.050' THICK ALUMINUM 6063-T5.050" THICK 2 5/ 16" —I 2 5/ 16" —I 2 5/ 16" —I 1 3 3/8" 2 13/1 3 3/4" FLANGE FRAME SILL FINLESS FRAME SILL CM-18502 CM48554 FIN FRAME SILL ALUMINUM 6063-T5 055'TI IICK ALUMINUM 6063-T5.055"THICK CM-18509 ALUMINUM 6063-TS .055' TI IICK REVISIONS ' yy13/8'--- REV DESCRIPRON DALE APPROVED A REVISED ANCIIOR SPACING & CIIARIS 07/11/16 R.L. ' D REVISED GLASS 10/02/17 R.L. 2 3I/ 16" 1 5/8 — FINLESSFRAMEJAMB 1/8" ANN -- -- - 1/8" ANN. CM. 18513 ALUMINUM 606.7-T5 050'THICK 1/8" ANN. 090 PVB BY KURARAY METAL REINFORCED BUTYL SPACER 2 3/ 16" — EXTERIOR INTERIOR 1/2" BITE SILICONE SEALANT 2 5/16" L SCTTINC BLOCK GLAZING DETAIL FIN FRAME HEAD CM- 18508 ALUMINUM 6063-TS .050' THICK 1 7/16" — 2 3/8" I 1 5/8" 2 5jl/16" FFa 2 3/16 EFF L LOCK RAILS 'ILE SASH BOTTOM RAIL MEETING RAIL FIN FRAME JAMB iAl-IBSID CAI- 18505 CAI-18555 CM-18504 ALUMINUM 6063-TS .062" THICK ALUMINUM 6063-T5.050" THICK ALUMINUM 6063-T5.055"THICK ALUMINUM 6063-T5.050'TNICK SIGNED: 1211412017 MI DOORDOORS, LLC\\\ J'S1 IIL D4j9% 1— I1 3/8" 650DOW T MARKETD 17030-0370 R GRATZ, PA GENS' p I" 15/ 16" SERIES 185 ALUMINUM SINGLE HUNG WINDOW X 72" NON -IMPACT j1 10,.5-. 52" IWqCOMPONENTSJASTAtv GLAZING BEAD SASH STILE DRAWN Dxc No REV r •ti' ems. OR1 CM-I8535 RIGID PVC 050"THICK CM-18507 ALUMINUM 6063-T5.050"THICK N.C. 08-02549 S"En B S/ NA ! \ 77/IDSCALENTS -E 12/29/ 14 I I OF 11 10\ L. ROGER IO LOMAS P E. Luis R. Lomas P.E. 1432 WODDTORD RD LEN7SVILLE, NC 27023 434-6MO609 ftmRs@+eb=spe=n FL No.: 62514 Florida Building Code Online Page 1 of 3 c • g , _ _-' I sae -. i ri t Imo' '"'••—.•' BCIS Home Login User Registration Not Topic Submit Surcharge Stats & Fatts I Publications FBC StaN BCIS Site Map Unks Search h a ti r Product Approval L I L"i USER: Public User ProtluG ADDroval Menu > Product or ADDh[atlon Search > Application Lis[ > Application Detail FL # FL15349-R9 Application Type Revision Code Version 2017 Application Status Approved Approved by DBPR. Approvals by DBPR shall be reviewed and ratified by the POC and/or the Commission if necessary. Comments Archived Product Manufacturer Address/Phone/Email Authorized Signature Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Subcategory Compliance Method Certification Agency Validated By Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved I. MI Windows and Doors 650 West Market Street Gratz, PA 17030 717) 365-3300 Ext2560 bsitlinger@miwd.com Brent Sitlinger bsitlinger@miwd.com Windows Fixed Certification Mark or Listing American Architectural Manufacturers Association Steven M. Urich, PE IZ Validation Checklist - Hardcopy Received Standard AAMA 506 AAMA/WDMA/CSA 101/I.S. 2/A440 Method 1 Option A 12/31/2017 12/31/2017 01/04/2018 Year 2011 2008 https://www. flon' dabuildinQ. ore/pr/pr_app_dtl.aspx?param=wGEVXQw-tDgtH8 5 72gvdWI... 1 /31 /2018 Florida Building Code Online Page 2 of 3 Summary of Products FL # IModel, Number or Name Description 15349.1 1185 PW 73 x 72 Insulated Glass Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL15349 R9 C CAC APC 12786 Ddf Approved for use outside HVHZ: Yes FL15349 R9 C CAC APC 12787.odf Impact Resistant: No Quality Assurance Contract Expiration Date Design Pressure: +60/-60 04/03/2018 Other: CW-PG60 Installation Instructions F1_15349 R9 II 08-02357B.odf Verified By: Luis R. Lomas, PE 62514 Created by Independent Third Party: Yes Evaluation Reports FL15349 R9 AE 513124B.odf Created by Independent Third Party: Yes 15349.2 185 PW 159 x 54 Triple CHS Insulated Glass Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL15349 R9 C CAC APC 15350.Ddf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 01/24/2021 Design Pressure: +55/-55 Installation Instructions Other: R-PG55 FL15349 R9 II 08-02949.Ddf Verified By: Luis R. Lomas, PE 62514 Created by Independent Third Party: Yes Evaluation Reports FL15349 R9 AE 513783.odf Created by Independent Third Party: Yes 15349.3 185 PW Impact 72 x 72 Insulated Laminated Glass Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL15349 R9 C CAC APC 15454.odF Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: Yes 06/25/2021 Design Pressure: +55/-55 Installation Instructions Other: FW-LC55, Missile Level D, Wind Zone 3. Glass FL15349 R9 11 08-02948.odf consisted of 5/32" tempered exterior - spacer - 5/32" Verified By: Luis R. Lomas, PE 62514 annealed / 0.100 Solutia SaFlex HP / 5/32" annealed. Glass Created by Independent Third Party: Yes was bedded in Pecora 896 silicone with 5/8" glass bite. Evaluation Reports FL15349 R9 AE 513782.odf Created by Independent Third Party: Yes i 15349.4 185 PW Impact 159 x 54 Triple CHS Insulated Laminated Glass Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL15349 R9 C CAC APC 8272 Ddf Approved for use outside HVHZ: Yes FL15349 R9 C CAC APC 8273.odf Impact Resistant: Yes Quality Assurance Contract Expiration Date Design Pressure: +55/-55 01/24/2021 Other: FW-R55, Missile Level D, Wind Zone 3. Glass Installation Instructions consisted of 1/8" annealed exterior - spacer - 3/32" FL15349 R9 11 08-01614B.Ddf annealed / 0.090 Solutia PVB / 3/32" annealed. Glass was Verified By: Luis Roberto Lomas 62514 bedded in Pecora 896 silicone with 5/8" glass bite. Created by Independent Third Party: Yes Evaluation Reports FL15349 R9 AE 512278B.Ddf Created by Independent Third Party: Yes i 15349.5 185 PW Impact 96 x 60 Insulated Laminated Glass Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL15349 R9 C CAC APC 7962.odf Approved for use.outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: Yes 12/05/2020 Design Pressure: +55/-55 Installation Instructions Other: FW-LC55, Missile Level D, Wind Zone 3. Glass FL15349 R9 H 08-01613B.odf consisted of 5/32" annealed exterior - spacer - 5/32" Verified By: Luis Roberto Lomas 62514 annealed / 0.100 Solutia SaFlex HP / 5/32" annealed. Glass Created by Independent Third Party: Yes was bedded in Pecora 896 silicone with 5/8" glass bite. Evaluation Reports FL15349 R9 AE 512277B Ddf Created by Independent Third Party: Yes Badc Next Contact Us : • 2601 Blair Stone Road, Tallahassee FL 32399 Phone: 850-a87.182a The State of Flonda is an AA/EEO employer. Coovnoht 2007-2013 State of Florida.: • P—acy Statement •: Accessibility Statement :: Refund Statement https:ll,A ww.flondabuildina. oralprlpr_app_dtl.aspx?param=,GEVXQw-tDgtH8 5 72 qvd WI... 1 /31 /2018 Florida Building Code Online Page 3 of 3 Under Florida law, email addresses are public records. If you do not want your e-mail address released in response to a public -records request, do not send electronic mail to this entity. Instead, contact the office by phone or by traditional mall. If you have any questions, please contact 850.487.1395. 'Pursuant to Section 455.275(1), Flonda Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address If they have one. The emads provided may be used for official communication with the licensee However email addresses are public record If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine If you are a licensee under Chapter 455, F.S., please click here-. Product Approval Accepts: 01 Ch¢I B Credo Card Safe https://ww-w.floridabuilding.ora/pr/pr_app_dtl.aspx?param=wGEVXQwtDgtH85 72gvdW7... 1/31/2018 NOTES• 1. THE PRODUCT SHOWN HEREIN IS DESIGNED AND MANUFACTURED TO COMPLY WITH REQUIREMENTS OF THE FLORIDA BUILDING CODE 2. -WOOD FRAMING AND MASONRY OPENING TO BE DESIGNED AND ANCHORED TO PROPERLY TRANSFER ALL LOADS TO STRUCTURE. FRAMING AND MASONRY OPENING IS THE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD. 3. 1X BUCK OVER MASONRY/CONCRETE IS OPTIONAL. 4. WHERE SHIM OR BUCK THICKNESS IS LESS THAN 1-1/2" WINDOW UNITS MUST BE ANCHORED THROUGH THE FRAME IN ACCORDANCE WITH MANUFACTURER'S PUBLISHED INSTALLATION INSTRUCTIONS. ANCHORS SHALL BE SECURELY. FASTENED DIRECTLY INTO MASONRY, CONCRETE OR OTHER STRUCTURAL SUBSTRATE MATERIAL. 5. WHERE WOOD BUCK THICKNESS IS 1-1/2" OR GREATER. BUCK SHALL BE SECURELY FASTENED TO MASONRY, CONCRETE OR OTHER STRUCTURAL SUBSTRATE. WINDOW UNITS MAY BE ANCHORED THROUGH FRAME TO SECURED WOOD BUCK IN ACCORDANCE WITH MANUFACTURER'S PUBLISHED INSTALLATION INSTRUCTIONS. 6. WHERE 1X BUCK IS NOT USED DISSIMILAR MATERIALS MUST BE SEPARATED WITH APPROVED COATING OR MEMBRANE. SELECTION OF COATING OR MEMBRANE IS THE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD. 7. BUCKS SHALL EXTEND BEYOND WINDOW INTERIOR FACE SO THAT FULL FRAME SUPPORT IS PROVIDED 8. FOR FIN INSTALLATION SHIM AS NEEDED. FOR FRAME INSTALLATION SHIM AS REQUIRED AT EACH ANCHOR LOCATION WITH LOAD BEARING SHIM. SHIM WHERE SPACE OF 1/16- OR GREATER OCCURS. MAXIMUM ALLOWABLE SHIM STACK TO BE 1/4". 9. SHIMS SHALL BE LOCATED. APPLIED AND MADE FROM MATERIALS AND THICKNESS CAPABLE OF SUSTAINING APPLICABLE LOADS. 10. WIND LOAD DURATION FACTOR Cd=1.6 WAS USED FOR WOOD ANCHOR CALCULATIONS. 11. FRAME MATERIAL: EXTRUDED ALUMINUM 6063—T5. 12. UNITS MUST BE GLAZED PER ASTM E1300-04/09. 13. APPROVED IMPACT PROTECTIVE SYSTEM IS REQUIRED FOR THIS PRODUCT IN WIND BORNE DEBRIS REGIONS. 14. FOR ANCHORING THROUGH FIN INTO WOOD FRAMING OR 2X BUCK USE A6 WOOD SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 1/4" MINIMUM EMBEDMENT INTO SUBSTRATE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. REVISMS ' DESCRIP71011 GATE APPROVED REVISED INSTALLATION DETAILS 06/Ot/15 R.L. REVISED NAME AND ADDRESS 10/27/16 RL. 15.FOR ANCHORING THROUGH FRAME INTO WOOD FRAMING OR 2X BUCK USE #10 WOOD SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 1/4" MINIMUM EMBEDMENT INTO SUBSTRATE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 16. FOR ANCHORING THROUGH FRAME INTO MASONRY/CONCRETE USE 3/16" TAPCONS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 1/4" MINIMUM EMBEDMENT INTO SUBSTRATE WITH 2 1/2" MINIMUM EDGE DISTANCE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 17.FOR ANCHORING THROUGH FRAME INTO METAL STRUCTURE USE #10 SMS OR SELF DRILLING SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE 3 THREADS MINIMUM BEYOND STRUCTURE INTERIOR WALL. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 18. ALL FASTENERS TO BE CORROSION RESISTANT. 19. INSTALLATION ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH ANCHOR MANUFACTURER'S INSTALLATION INSTRUCTIONS AND ANCHORS SHALL NOT BE USED IN SUBSTRATES WITH STRENGTHS LESS THAN THE MINIMUM STRENGTH SPECIFIED BELOW: A. WOOD: MINIMUM SPECIFIC GRAVITY OF G=0.42 B. CONCRETE: MINIMUM COMPRESSIVE STRENGTH OF 2.000 PSI. C. MASONRY: HOLLOW/FILLED BLOCK PER ASTM C90 WITH Fm=2,000PSI MINIMUM. D. METAL STRUCTURE: STEEL 18GA (.048') FY=33KS1/FU=52KS1 OR ALUMINUM 6063—T5 FU=30KSI .048" THICK MINIMUM 20. GEOMETRIC SHAPES ARE ALSO APPROVED. APPROVED GEOMETRIC SHAPES DIMENSIONS SHALL NOT EXCEED INSCRIBED DIMENSIONS OF APPROVED RECTANGULAR ASSEMBLY SHOWN IN SHEET 2. SIGNED: 1111512016 MI WIND DOORS, LLC IILo,9,% oWw. MNDKET J\SR GRATZ, PA 17030 AGENS •iP SERIES 185 ALUMINUM FIXED WINDOW ILID, 73" X 72" NON -IMPACT j(v1(NOTES 'OF"C:z70 , &TA TABLE OF CONTENTS DRAW owc . REv i' c(ORIO • SHEET N0. DESCRIPTION 08-OIE2E357 B iis'ONAj1EaG\ 1 NOTES SCALE DATENTS 09/03/14 1 OF 12 2 - 3 ELEVATIONS, CHARTS AND GLAZING DETAILS L ROBERIOLOMASP.E. 1432 WOODFORD RD LEWISVILLE. NC 27029 4.746W-D609 lff mIsOftb aSP@c Luis R. Lomas P.E. FL No.: 62514 4 — 12 INSTALLATION DETAILS RE'ASIDNS 72 1/2" MAX FRAME WIDTH — REV DESCRN'TION DATE APPRaJEO 6" MAX — 187 MAX O.C. +I 6" MAX A REVISED INSTALLATION DETAILS 06/01/15 R.L. NOTES: 1. MAXIMUMD.L.O.: 69314'X683/4' B REVISED NAME AND ADDRESS 10/27/16 R.L. L CHART M I 18• j Number of anchors required (wl haul rigid fillers) MAX O.C. Frame Frame wlAlli (In) Ilelghl 2400 1 30.00 36.00 42.00 48.00 6400 60.00 66.00 72.50 Ilnl Ills Pambi HAS Fn.b tS anrb HAS J.mb fi5 amb fits Jamb HAS arnb IltS anrb IItS arnb 24.00 2 2 2 2 3 2 3 2 3 2 4 2 5 2 30.00 2 2 2 2 3 2 3 2 3 2 4 2 4 5 2 71 1/2' 36.00 2 3 2 3 3 3 3 3 3 3 4 3 4 5 3 MAX 42.00 2 2 3 3 3 3 3 3 3 4 3 5 a 3 FRAME 4100 2 3 2 3 3 3 3 3 3 3 4 3 5 j53 6 3 HEIGHT j s40o z 2 4 3 4 J 4 3 4 4 s 7 560.00 2 1 2 4 3 1 3 5 3 S 1 55 7 6600 2 4 2 4 5 3 5 J a 4 6 5 7 a 7160 7 7 REFER TO CHARTS SERIES 185 ALUMINUM FIXED WINDOW 81 do #2 EXTERIOR VIEW CHART M2 FOR NUMBER OF ANCHORS REQUIRED Number of anchors required (with rigid fillets) 72 1/2" MAX FRAME WIDTH Fame Frame width(in) 6 MAX — 18" MAX O.C. llOghl 24.00 30.00 36.00 12.00 41.00 51.00 6000 6600 72.50 I 6" MAX Iinl fits anrb I/65 amD N6S amb IItS amb NLS amb lids Jamb Nt5 anrb HAS Jamb N65 Jamb 24 00 2 2 2 2 3 2 3 2 3 2 4 2 4 2 4 2 5 2 J0.00 2 2 2 2 3 2 3 2 3 2 4 2 4 2 4 2 5 2 J600 2 3 2 3 3 3 3 3 3 3 4 3 4 1 3 5 3 6 j 42.00 2 3 2 3 3 3 3 3 3 4 3 4 3 4 3 5 3 48.00 2 3 2 3 3 3 3 3 3 3 4 3 4 3 4 3 5 3 0/ 1 54.00 2 4 2 4 3 4 3 1 3 4 4 4 4 4 4 4 5 4 60.00 2 4 2 4 3 4 3 3 4 4 4 4 4 4 4 5 4 L 66.00 2 4 2 4 3 4 4 3 4 4 1 4 4 4 5 4 71 1/2" 18 71.50 2 5 2 5 3 5 7 5 3 5 4 5 4 5 4 5 5 5 MAX MAX O.C. FRAME — SEE SI4EETS 4-7 FOR INSTALLATION DETAILS HEIGHT j j REFER TO CHARTS J SERIES 185 ALUMINUM FIXED DESIGNER WINDOW 1 do d2 EXTERIOR VIEW FOR NUMBER OF ANCHORS REQUIRED DESIGN PRESSURE RATING IMPACT RATING t60.OPSF NONE MI WINDOWS AND DOORS, LLC 650 W. MARKET ST. GRATZ. PA 17030 SERIES 185 ALUMINUM FIXED WINDOW 73" X 72" NON —IMPACT FLANGE Q FINLESS ELEVATION & CHARTS DRAW.. DWI; No J.L. 08-02357 SCALE NTS DME 09/03/14 SNEE' 2 OF 12 L ROBERTO LOMAS P.E. 1432 tVOODFORD RD LEwISVILLE. NC 27023 434-688-0609 r00mas@lrlonraspe.com SIGNED: 1111512016 Rx%xkIlI IL 0 GENS;giP i REvd•`// rITTATT OF cz i0. LUZ i/'o s;c(OR10:•Gc\• e i is'NAiI?\\ Luis R. Lomas P.E. FL No.: 62514 I 6 MAX 72 1/2" MAX FRAME WIDTH — 6' MAX18' MAX O.C. — I r i 18' j MAX O.C. 1- 71 1/2' MAX FRAME HEIGHT J_ REFER TO CHART 3 SERIES 185 ALUMINUM FIXED WINDOW FOR NUMBER OF EXTERIOR VIEW ANCHORS REQUIRED 72 1/2" MAX FRAME WIDTH — 6" MAX — I 1B" MAX O.C. —I — 6" MAX j 1B" MAX O.C. 71 1/2" MAX FRAME HEIGHT REFER TO CHART B3 FOR NUMBER OF SERIES 185 ALUMINUM FIXED DESIGNER WINDOW ANCHORS REQUIRED EXTERIOR VIEW DESIGN PRESSURE RATING IMPACT RATING t60.0PSF NONE NOTES: I. MAXId1UM D L.O.: 69 3/4' X 68 3/4' REVISIONS OESCRI"ON DATE I APPROVED REVISED INSTALLATION DEIAILS 06/01/15 R.L. REVISED NAME AND ADDRESS 10/27/16 R.L. CHART N3 Number of anehom required (fin Installation) Frame Frame wIdlh (hrj Iktght 24.00 30.00 36.00 4200 48.00 54.00 6000 6600 72.50 IIn) lids amb HAS amb Ri5 Jamb HAS amb HAS arnb Id5 amb IIdS amb HAS anrb Ills amh 24.00 3 J 3 3 3 3 4 3 1 3 4 3 s 3 5 3 e 3 30.00 3 3 J 3 3 3 4 3 4 3 4 3 5 J 5 3 6 3 36.00 3 3 3 3 J 3 4 3 4 3 4 3 5 3 5 3 5 3 42.00 3 4 3 4 3 4 4 4 4 4 4 4 5 4 5 4 6 4 It 00 J 4 3 4 3 4 4 4 4 4 4 4 5 4 5 4 6 4 54.00 J 4 3 I 1 4 4 4 4 4 4 4 5 4 5 4 5 4 60.00 J 5 3 5 3 5 4 5 4 5 4 5 S 5 5 5 6 5 6600 3 5 3 s 3 s 4 5 4 5 4 s 5 s 5 5 e 5 71.60 3 e 3 e 7 e 4 6 4 6 4 e 5 e 5 e 6 6 SEE St IEET 8 FOR INSTALLATION DETAILS SIGNED: 1111512016 MI WIND oWw. MNDKETDOORS, LLC 1R ilL,o',,,,, GRATZ, PA 17030 S GENS SERIES 185 ALUMINUM FIXED WINDOW 73" X 72" NON -IMPACT 1MFINELEVATIONdoCHARTE OF c S : c O R10: •G''\ DRAWN: Dwc ND. REV L. 08 50 2357 B s/ONA j1Ea Luis R. Lomas P.E. sJ.t DAISNTS 09/03/14 3 OF 12 L ROBERTO LOMAS P.E. 1432 NOODFORD RD LEN'ISVILLE. NC 27023 FL No.: 62514 434.6ee 0609 r00mas@Idn Qmaspe.cv 1/2" MIN. EDGE DISTANCE WOOD FRAMING 1 • 1/4" MIN. METAL - OR 2X BUCK EMBEDMENT STRUCTURE BY OTHERS ILL BY OTHERS ME 1/4" MAX. BACKER ROD SHIM SPACE BACKER ROD APPROVED APPROVED SEALANT SEALANT 10 WOOD SCREW EXTERIOR ram , EXTERIOR BACKER ROD APPROVED SEALANT WOOD FRAMING OR 2X BUCK BY OTHERS 10 WOOD -SCREW RIGID FILLER 1/4" MAX. SHIM SPACE 1 1/4- MIN EMBEDMENT 4 1/2" MIN. EDGE DISTANCE VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION 1 1/4" MIN. _ 1/4" MAX, EMBEDMENT I SHIM SPACE 1 1/2" MIN. EDGE DISTANCE INTERIOR I 10 WOOD SCREW WOOD FRAMING EXTERIOR OR 2X BUCK BACKER ROD BY OTHERS APPROVED SEALANT JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION BACKER ROD — APPROVED SEALANT METAL STRUCTURE BY OTHERS 3/4" MIN. EDGE DISTANCE 3/4" MIN EDGE DISTANCE 1/4" MAX. SHIM SPACE6J4 10 SMS OR SELF DRILLING SCREW INTERIOR 10 SMS OR SELF DRILLING SCREW RIGID FILLER 1/4" MAX. r SHIM SPACE 3/4" MIN EDGE DISTANCE VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION 1/4" MAX SHIM SPACE INTERIOR 10 SMS OR - SELF DRILLING SCREWS METAL EXTERIOR STRUCTURE BACKER ROD BY OTHERS & APPROVED SEALANT JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION REVISIONS ' REV DESCRIPTION A ,REVISED INSTALLATION DETAILS B REVISED NAME AND ADDRESS DA,E APPROVED 06/01/15 R.L. 10/27/16 R.L. NOTES: I. INTERIOR AND EXTERIOR FINISIIES, BYOTHERS, NOT SHOWN FOR CLARITY 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 SIGNED: 1111512016 MI WINDOWS MNDK DOORS, LLC 1Rllt o w. ET ST.`\\\\5 GRATZ. PA 17030 GENS 1Do 6SERIES185ALUMINUMFIXEDWINDOW 73" X 72" NON —IMPACT WITHOUT FILLERS JAv ( STAT w FINLESS INSTALLATION DETAILS 0 • OF iiOFiF [OR10'•G`\ DRAWN: Dwc NO REV 08 57 B i/ ONA 11\\ Luis R. Lomas P.E. SCALE w,E SoE2 NTS 09/03/14 4 OF 12 L. ROBERTO LOMAS P.E. 1432 WOODFORD RD LEMSVILLE, NC 27023 FL No.: 62514 434-68E-0609 rfi—se4k)m spe com REVISIONS ' REV DESCRIPTION DATE APPROVED 2 1/2" MIN A REVISED INSTALLATION DETAILS 06/01/15 R.L. EOGE:DISTANCE" I B_ REVISED. NAME•AND ADDRESS 10/27/16 RL CONCRETE/MASONRY BY OIHERS •• 1 1/4" MIN 1 MIN. 1/4" MIN EMBEDMENT OPTIONAL 1X BUCK EMBE ENIF SEE NOTES 3 — 7 SHEET 1 r o CONCRETE/ MASONRY BACKER ROD 1/4 MAX. BY OTHERS 1/4" MAX. APPROVED SHIM SPACE SHIM SPACE SEALANT OPTIONAL 1X BUCK j• `, SEE NOTES 3 — 7 SHEET 1 3/ 16"' TAPCON EXTERIOR INTERIOR 3/ 16" TAPCON INTERIOR 3/ 16" TAPCON BACKER ROD tU1gtW _ APPROVED SEALANT 1/ 4" MAX. 2 1/2" OPTIONAL 1X BUCK SHIM SPACE I c SEE NOTE 3 — 7 SHEET 1 EDGE DISTANCE EXTERIOR BACKEF{ ROD CONCRETE/ MASONRY BY BYOTHERS 4 1 1/4" MIN. SEALANT EMBEDMENT JAMB INSTALLATION DETAIL CONCRETE/ MASONRY INSTALLATION 2 1/2" MIN. EDGE DISTANCE VERTICAL CROSS SECTION CONCRETE/ MASONRY INSTALLATION SIGNED: 1111512016 MI WINDOWS AND DOORS, LLC 650 W. MARKET ST.\\J\? GRATZ, PA 17030 III1111' 1/j, Lv••\ GENSF 9'p SERIES 185 ALUMINUM FIXED WINDOW NOTES: O, G125 *= 1 INTERIOR AND EXTERIOR FINISHES, BY OTHERS. NOTSHOWNFORCLARITY 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITII ASTM E2112 73" X 72" NON —IMPACT FINLESS INSTALLATION DETAILS WITHUT FILLERS o g(T 0, 5TAT OF W S/ 01YA `I\\\\\\ ORAWN• Ow0 NO. DB 357 REV SCALE DALE SOE NTS09/03/14 5 OF 12 L. ROBERTO LOMAS P E. 1432W0ODFORDRDLEWISVILLE, NC27023 434. 680 0609 Aromas@6bmasp& mm LUIS R. Lomas P.E. FL NO.: 62514 WOOD FRAMING — OR 2X BUCK BY OTHERS BACKER ROD APPROVED SEALANT EXTERIOR BACKER ROD APPROVED SEALANT WOOD FRAMING OR 2X BUCK BY OTIIERS 1/2" MIN EDGE DISTANCE 1 1/4" MIN. METAL STRUCTURE EMBEDMENTIr BY OTHERS I/4" MAX SHIM SPACE RIGID FILLER 10 WOOD SCREW INTERIOR 10 WOOD SCREW RIGID FILLER 1/4" MAX. SHIM SPACE MIN. EMBEDMENT I 1/2" MIN r EDGE DISTANCE VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION 1 1/4" MIN. _ 1/4" MAX, EMBEDMENT SHIM SPACE j— — RIGID FILLER 1/2• MIN. EDGE DISTANCE INTERIOR 10 WOOD SCREW vWOODFRAMING EXTERIORAtOR2XBUCK BACKER RODBACKERBYOTHERS APPROVED SEALANT JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION BACKER ROD APPROVED SEALANT EXTERIOR BACKER ROD — APPROVED SEALANT METAL - STRUCTURE BY OTHERS I 3/4" MIN EDGE DISTANCE 3/4" MIN EDGE DISTANCE 1/4" MAX TI ( SHIM SPACE RIGID FILLER 10 SMS OR SELF DRILLING SCREW INTERIOR 10 SMS OR SELF DRILLING SCREW RIGID FILLER 1/4- MAX. F SHIM SPACE 3/4" MIN EDGE DISTANCE VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION 1/4" MAX r SHIM SPACE RIGID FILLER INTERIOR 10 SMS OR J SELF DRILLING SCREWS METAL EXTERIOR STRUCTURE BACKER ROD BY OTHERS & APPROVED SEALANT JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION REVISIONS REV DESCRIPTIDN DAIS APPROVED A REVISED INSTALLATION DETAILS 06/01/15 R L. 13 REVISED NAME AND ADDRESS 10/27/16 R.L. NOTES: 1. INTERIOR AND EXTERIOR FINISHES, BYOTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH AS TM E21 12 SIGNED: 111151201E MI WIND DOORS, LLC 1R Illo oWw. MARKETSGRATZ, ST.\`,\\S // qiPPA17030v, GENS SERIES 185 ALUMINUM FIXED WINDOW 0, 6 73" X 72" NON —IMPACT FINLESS INSTALLATION DETAILS WITH RIGID FILLERS a 10 , TAT OF DRAWN J.L. DWC N0. 08-02357 REV e 7jI111111111\\ SCALE NTS IDATE 09/03/14 jSHEE6 OF 12 L ROBERTO LOMAS P.E. 1432 IVOODFORD RD LEMSVILLE, NC 27023 Luis R. Lomas P.E. FL No.: 62514434-6W0609 db=s@o-bmasp*mn 2 1 /2"' MIN. . EDGE DISTANCE CONCRETE/MASONRY BY OTHERS " 4 1 1/4" MIN. OPTIONAL IX BUCK • 4 e' EMBEDMENT SEE NOTES 3 — 7 SHEET I BACKER ROD J 1/4" MAX. APPROVED SHIM SPACE SEALANT — RIGID FILLER 3/16" TAPCON EXTERIOR INTERIOR 3/I6" TAPCON BACKER ROD APPROVED RIGID FILLER SEALANT OPTIONAL 1X BUCK 1/4" MAX. SEE NOTE 3 — 7 SKIM SPACE SHEET I I CONCRETE/MASONRY BY OTHERS 4 4 1 1/4" MIN. EMBEDMENT e. a •' C 4 2 1/2" MIN. EDGE DISTANCE VERTICAL CROSS SECTION CONCRETE/MASONRY INSTALLATION REVISIONS REV DESCRIPTION A REVISED INSTALLATION DETAILS B REVISED NAME AND ADDRESS 1 1/4' MIN. EMBEDMENT CONCRETE/MASONRY 9 BY OTI IERS 1/4- MAX. SHIM SPACE OPTIONAL IX BUCK SEE NOTES 3 — 7 RIGID FILLER SHEET 1 3/ 16" TAPCON v INTERIOR 2 1/2" MIN. EDGE DISTANCE j\\ EXTERIOR BACKER ROD APPROVED SEALANT JAMB INSTALLATION DETAIL CONCRETEIMASONRY INSTALLATION DATE APPROVED 06/ 01/15 R.L 10/ 27/16 R.L. SIGNED: 1111512016 NOTES: 1. INTERIOR AND EXTERIOR FINISHES. BY OTHERS, MI WINDOWS AND DOORS, LLC 650 W. MARKET ST. GRATZ. PA 17030 111111111,, J$ R• Lp% v,•\ GENSFgJ' 10/ y6 5/1y_. •• ' SERIES185ALUMINUMFIXEDWINDOWNOT SHOWN FOR CLARITY. 2 PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITII ASTM E2112 73" X 72" NON —IMPACT FINLESS INSTALLATION DETAILS WITH RIGID FILLERS riC6r.07q,_ 0 , TAT OF O O R for •G\\ 7/ 0"Ill 1O\\\\ DRAWN DWC NO D8 REV/ i•F5''Cc B SIIT77OF12rALENTSEDATE09/03/14 LUIS R. Lomas P.E. FL No.: 62514 L ROBER TO LOMAS P.E. II32 WOODFORD RD LETNSVII LE, mNC 27023 434-66E- 0609 rtbMS@6bupe ro 1 /2" MIN. EDGE DISTANCE • WOOD FRAMING OR r 1 1/4" MIN. 2X BUCK EMBEDMENT BY OTHERS 1/4" MAX. BACKER ROD & SHIM SPACE APPROVED SEALANT BEHIND FLANGE 10 WOOD SCREW EXTERIOR INTERIOR 10 WOOD SCREW RIGID FILLER BACKER ROD & APPROVED SEALANT 1/4" MAX BEHIND FLANGE F SHIM SPACE WOOD FRAMING 1 1/4" MIN. OR 2X BUCK EMBEDMENT BY OTHERS 1/2" MIN EDGE DISTANCE VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION METAL STRUCTURE BY OTHERS BACKER ROD & APPROVED SEALANT BEHIND FLANGE EXTERIOR i' I 3 /4- MIN Irc 1/4" MAX. SHIM SPACE 10 SMS OR ELF DRILLING CREW INTERIOR 10 SMS OR SELF DRILLING SCREW BACKER ROD & RIGID FILLER APPROVED SEALANT BEHIND FLANGE 1/4" MAX. SHIM SPACE METAL b I STRUCTUREBYOTHERS 3/4" MIN _IEDGEDISTANCE VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION 1/4" MAX I, REVISIONS ' REV - DESCRIPTION WTE APVROVED A REVISED INSTALLATION DETAILS 06/O1/15 R.L. 9 REVISED NAME AND ADDRESS 10/27/16 R.L. NOTES' 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 1 1/4" MIN. 1/4" MAX, I SHIM SPACE EMBEDMENT r SHIM SPACE I t/2" MIN. 3/4" MIN. EDGE DISTANCE INTERIOR SIGNED: 1111512016 EDGE DISTANCE INTERIOR MI WINDOWS AND DOORS, LLC I1111111L,, R• Lp 10 h 650 W. MARKET ST.JS WOOD jf10 SMS ORGRATZ.PAlk 17030 GENSFcp SCREW SELF DRILLING SERIES 185 ALUMINUM FIXED WINDOW pN0 6 6 AmnurtSCREWS73" X 72" NON-IMPACTs1. WOOD FRAMING EXTERIOR METAL EXTERIORSTRUCTURE FLANGE INSTALLATION DETAILS WITIIOUT FILLERS q0 • TAT OFOR2XBUCK OTHERS BACKER ROD & BY OTHERS ROD & DRAw11• mrc No. REv 08 B Of!ORIOf.BY i APPROVED SEALANTNGE 10NA 11E BEHIND BEHINDAPPROFLANGESEA swE NTS -E 09/03/14 sOu E387OF 12 JAMB INSTALLATION DETAIL JAMB INSTALLATION DETAIL L. ROBER TO LOMAS P.E. Luis R. Lomas P.E. WOOD FRAMING OR 2X BUCK INSTALLATION METAL STRUCTURE INSTALLATION 1432 KICODFORD RD LEMSVILLE, NC 27023 FL NO.: 62514 434- MB0609 AbmaS@kp=5pe,=TT REVISIONS ' 2 1/2" MIN. REVISEDJB DESCRIPTIDN INSTALLATION DETAILS DATE 06/01/15 APPROVED R.I. EDGE DISTANCE REVISED NAME AND ADDRESS 10/27/10 R.L. CONCRETE/MASONRY BY OTHERS e ' .. . 1 1/4" MIN. 1 1/4" MIN. EMBEDMENT OPTIONAL 1X BUCK EMBEDMENT SEE NOTES 3 — 7 SHEET 1 CONCRETE/MASONRY BACKER ROD & 1/4" MAX. BY 01HERS I 1/4" MAX. APPROVED SEALANT SHIM SPACE a SHIM SPACE BEHIND FLANGE OPTIONAL 1X BUCK SEE NOTES 3 — 7 SHEET 1 3/16" TAPCON v EXTERIOR INTERIOR 3/16• TAPCON INTERIOR BACKER ROD & gaMm1 1h _ APPROVED SEALANT BEHIND FLANGE MAX. 2 I/2" OPTIONAL IX BUCK1/4 SPACE MIN. o SEE NOTE 3 — 7SHIM EDGE SHEET 1 DISTANCE EXTERIOR 3/161TAPCON BACKER ROD & CONCRETE/MASONRY J OTHERS I1/4" MIN. APPROBYBEHNDVFLANEEDLANT a EMBEDMENT JAMB INSTALLATION DETAIL CONCRE7E/MASONRY INSTALLATION 2 1/2" MIN f' EDGE DISTANCE VERTICAL CROSS SECTION CONCRETE/MASONRY INSTALLATION NOTES. 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY 2 PERIMETER AND JOINT SEALANT BY OTI IERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 SIGNED' 1111512016 MI WIND DOORS, LLC1R 111`o i// oWw. MnDK EGRATZ. PA 17030 v •SAG 0 12SERIES185ALUMINUMFIXEDWINDOW 73" X 72" NON —IMPACT TATFLANGEINSTALLATIONDETAILSWITHOUTFILLERS OF W_ O' F•'c(ORIDP• DRAweL Bwc No REV 08 E357 B iiisS/NA11EaG\ LUIS R. Lomas P.E. 50SCALEDAlENTS09/03/14 9 OF 12 L ROBERTO LOMAS P.E. 1432 WOODFORD RD LEWISVILLE•NC27023 FL No.: 62514 434- 668.0609 d bmas@kbmespe — 1/2" MIN. rEDGE DISTANCE WOOD FRAMING 1 .1/4" MIN. OR 2X BUCK LMBEDMENT BY OTHERS 10 1/4" MAX. BACKER ROD & APPROVED SEALANT SHIM SPACE ' FILLER BEHIND FLANGE RIGID WOOD SCREW EXTERIOR INTERIOR 10 WOOD SCREW RIGID FILLER BACKER ROD & APPROVED SEALANT 1/4" MAX. BEHIND FLANGE SHIM SPACE WOOD FRAMING OR 2X BUCK 1 1/4" MIN BY OTHERS EMBEDMENT 1/2" MIN EDGE DISTANCE VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION 1 1/4" MIN. _ 1/4" MAX. EMBEDMENT SHIM SPACE EDGRIGID FILLER 1E MIN. E DISTANC INTERIOR 110 WOOD SCREW WOOD FRAMING EXTERIOR OR2XDUCKBY OTHERS BACKER ROD & APPROVED SEALANT BEHIND FLANGE JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION METAL STRUCTURt. BY OTHERS BACKER ROD & APPROVED SEALANT DE14IND FLANGE EXTERIOR l L 3/4" MIN I I rnrc n CTAurr 1/ 4" MAX. SHIM * SPACE CID FILLER 10 SMS OR LF DRILLING BREW INTERIOR 10 SMS OR SELF DRILLING SCREW BACKER ROD & RIGID FILLER APPROVED SEALANF BEHIND FLANGE 1/4• MAX F SHIM SPACE METAL STRUC1URE BY OTIIERS 3/ 4" MIN EDGE DISTANCE VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION I 1/ 4" MAX. SHIM SPACE RIGID FILLER 3/ 4" MIN I INTERIOR EDGE DISTANCE 7,il 10 SMS OR SELF DRILLING SCREWS METAL EXTERIOR STRUCTURE 13ACKER ROD & BY OTHERS APPROVED SEALANT BEHIND FLANGE JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION REMSIONS REV OESCRIPIION DATE APPROVED A REVISED INSTALLATION DETAILS 06/01/15 R.L. B' REVISED NAME AND ADDRESS 10/27/16 R L. NOTES. 1 INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2 PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 SIGNED: 1111512016 DDOORS, LLC MIWINDOWSANDDOORS, ET ST.\\\\\ 51RI to GRATZ. PA 17030 i•GENS SERIES 185 ALUMINUM FIXED WINDOW IIID, 6 • *= 73" X 72" NON —IMPACT y eT. Wa TAT FLANGE INSTALLATIONDETAILSWITHRIGIDFILLERSo , OF u,` REV i 0'Fs; :ct000" DRAWN. DWGNO0850 E3570 B///BONA 11Ea\ SCALE NTSDATE09/03/ 14 OF 12 L ROBERTO LOMAS P.E. Luls R. Lomas P.E. 1172 WOODFORD RD LEWISVILLE. NG 27023 FL No.: 62514 191-688- 0609 Alomas@ftlomespe cam REVISIONS 2 1/2" MIN. REV DESCRIPTION A REVISED INSTALLATION DETAILS DATE APPROVED 06/01/15 RL. EDGE DISTANCE I 8 REVISED NAME AND ADDRESS 10/27/16. R.L. CONCRETE/MASONRY BY OTHERS a ' 1 1/4" MIN. 11/4" MIN EMBEDMENT OPTIONAL 1X BUCK EMBEDMENT SEE NOTES 3 — 7 SHEET 1 NRYCONCRETE/MOTHERSBACKERROD &BY14MAX. 1/4•' MAX. APPROVED SEALANT SHIM SPACE a SHIM SPACE BEHIND FLANGE OPTIONAL IX BUCK RIGID FILLER SEE NOTES 3 — 7 RIGID FILLER SHEET 1 3/16" TAPCON e EXTERIOR INTERIOR 3/16" TAPCON INTERIOR 3/16" TAPCON BACKER ROD & APPROVED SEALANT RIGID FILLER BEHIND FLANGE l 1/4" MAX OPTIONAL 1X BUCK SHIM SPACE MIN' vSEENOTE3 — 7 EDGE SHEET 1 DISTANCE EXTERIOR BACKER ROD & CONCRETE/MASONRY I BY OTHERS u L 1 1 /4" MIN. APPROVED SEALANT BEHIND FLANGE a EMBEDMENT JAMB INSTALLATION DETAIL a'• CONCRETE/MASONRYINSTALLATION 2 1/2" MIN. EDGE DISTANCE VERTICAL CROSS SECTION CONCRETE/MASONRY INS 7ALLATION SIGNED: 1111512016 MI WINDOWS ND DOORS, LLC 1R i10NOTES: I INTERIOR AND EXTERIOR FINISHES. BY OTHERS, MADK ET ST.\\\\\\5 l NOT SHOWN FOR CLARITY. GRAT2. PA 17030 V ••\GENS•'9iP 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE SERIES 185 ALUMINUM FIXED WINDOW yN0,6 51 * DESIGNED IN ACCORDANCE WITH ASTA1E2112 73" X 72" NON —IMPACT fl•//•'- (r('r s Da¢ FLANGE INSTALLATION DETAILS WITH RIGID FILLERS T OF DRAWN • DWG NO REV i%TES 'OlOR10; DB 57 G\ f'\\ SCALE WTE SHEETNTS09/03/14 11 OF 12 11 L. ROBERTO LOMAS P.E LUIS R. Lomas P.E. 1432WOODFORDRDLEWISVILLE.NC27023 FL No.: 62514 134-666-0609 Abnlas@6bmaspe mm APPROVED •• SEALANT BEHIND FIN _ N6 WOOD SCREW Ffff 3/8" MIN EDGE DISTANCE EXTERIOR 1 1/4- MIN. ' EMBEDMENT WOOD FRAMING BY OTHERS 1/4" MAX. F SHIM SPACE I INTERIOR 1/4" MAX rF"llI SHIM SPACE 3/8" MIN 111p11 EDGE DISTANCE 6 WOOD WOOD SCREW I FRAMING APPROVED IF- 1 1/4" MIN. BY OTHERS SEALANT EMBEDMENT BEHIND FIN VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION WOOD FRAMING _I 1/4" MAX BY OTHERS SHIM SPACE b6 WOOD INTERIOR SCREW 1 1/4' MIN EMBE•7DME- NT LIEI APPROVED bv_ SEALANT BEHIND FIN EXTERIOR 3/8" MIN EDGE DISTANCE JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION REVISIONS REV DESCRIPIIDN DALE APPFDVED A REVISED INSTALLATION DETAILS 06/01/15 RL. B REVISED NAME AND ADDRESS 10/27/16 R.L. NOTES: I. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITII AS TM E2112 MI WINDOWS AND DOORS, LLC 650 W. MARKET ST. GRATZ, PA 17030 SERIES 185 ALUMINUM FIXED WINDOW 73" X 72" NON —IMPACT FIN INSTALLATION DETAILS DRAWN DWC NO J.L. 08-02357 scuE NTS I DATE 09/03/14 SIIEET 12 OF 12 L ROBERTO LOMASP.E 14321%'OODFORO RD LEMSVILLE. NC 27023 434 66eo609 NbMS@M..,Sp0 c SIGNED: 1111512016 5 RI I to v •\F'ENS;giP i TE OFty 10 Luis R. Lomas P.E. FL No.: 62514 Florida Building Code Online Page 1 of 3 fit— BCIS Home Log In ( User Registration i Hot Topics Submit Surcharge Stats & Facts i Publications ( FBC Stag { BCIS Site Map Links J Search ; rill I u 0::: product Approval q r, G av USER: Public User ter• nc lug Yn- Product Approval Menu > Product or Application Search > 4eohohon Lis[ > Application Detail FL # FL15353-R3 Application Type Revision Code Version 2017 Application Status Approved Comments Archived 0 Product Manufacturer MI Windows and Doors Address/Phone/Email 650 West Market Street Gratz, PA 17030 717) 365-3300 Ext 2560 bsitlinger@miwd.com Authorized Signature Brent Sitlinger bsitlinger@miwd.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Windows Subcategory Mullions Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Luis R Lomas, PE the Evaluation Report Florida License PE-62514 Quality Assurance Entity National Accreditation and Management Institute Quality Assurance Contract Expiration Date 12/31/2018 Validated By Steven M. Urich, PE Validation Checklist - Hardcopy Received Certificate of Independence FL15353 R3 COI FLCO(.odf Referenced Standard and Year (of Standard) Standard Year AAMA 450 2010 Equivalence of Product Standards Certified By Sections from the Code Product Approval Method Method 1 Option D https://www.floridabuildina. org/prlpr_app_dtl.aspx?param=wGEVXQw-tDgtH85 72gvdWIS ... 2/ 1 /2018 Florida Building Code Online Page 2 of 3 Date Submitted Date Validated Date Pending FBC Approval Date Approved C.. —.— of D—A..r+ 10/16/2017 10/23/2017 10/26/2017 12/12/2017 FL # Model, Number or Name Description 15353.1 15764 Horizontal Aluminum Mullion Limits of Use Installation Instructions Approved for use in HVHZ: No FI-15353 R3 II 08-01448B.odf Approved for use outside HVHZ: Yes Verified By: Luis R Lomas, PE PE-62514 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: Max single window size: 52-1/8" x 84". Max mullion FU5353 R3 AE 512072B.Ddf span: 104-1/4". Created by Independent Third Party: Yes 15353.2 15764 Vertical Aluminum Mullion Limits of Use Installation Instructions Approved for use in HVHZ: No FL15353 R3 II 08-014398.Ddf Approved for use outside HVHZ: Yes Verified By: Luis R Lomas, PE PE-62514 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: Max single window size: 52-1/8" x 84". Max mullion FL15353 R3 AE 512063B.Ddf span: 83" Created by Independent Third Party: Yes i 15353.3 5765 Horizontal Aluminum Mullion Limits of Use Installation Instructions Approved for use in HVHZ: No FL15353 R3 II 08 01449B.Ddf Approved for use outside HVHZ: Yes Verified By: Luis R Lomas, PE PE-62514 Impact Resistant: Yes Created by Independent Third Parry: Yes Design Pressure: N/A Evaluation Reports Other: Max single window size: 52-1/8" x 84". Max mullion FL15353 R3 AE 512073B.odf span: 156-3/8" Created by Independent Third Party: Yes 15353.4 15765 Vertical Aluminum Mullion Limits of Use Installation Instructions Approved for use in HVHZ: No FL15353 R3 II 08-01440B.Ddf Approved for use outside HVHZ: Yes Verified By: Luis R Lomas, PE PE-62514 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: Max single window size: 52-1/8" x 84". Max mullion FL15353 R3 AE 512064B Ddf span: 83". Created by Independent Third Party: Yes 15353.5 CM-18514 Vertical Aluminum Mullion Limits of Use Installation Instructions Approved for use in HVHZ: No FL15353 R3 II OS-01442B.Ddf Approved for use outside HVHZ: Yes Verified By: Luis R Lomas, PE PE-62514 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: Max single window size: 52-1/8" x 84". Max mullion FL15353 R3 AE 512066B.Ddf length - 83". Created by Independent Third Party: Yes 15353.6 I CM-18520 Horizontal Aluminum Mullion Limits of Use Installation Instructions Approved for use in HVHZ: No FL15353 R3 II 08-01451B.Ddf Approved for use outside HVHZ: Yes Verified By: Luis R Lomas, PE PE-62514 Impact Resistant: Yes - Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: Max single window size - 52-1/8" x 84". Max mullion FL15353 R3 AE 512075B.Ddf span - 156-3/8" Created by Independent Third Party: Yes 15353.7 CM-16523 Honzontal Aluminum Mullion Limits of Use Installation Instructions Approved for use in HVHZ: No FL15353 R3 II 08-01452B.Ddf Approved for use outside HVHZ: Yes. Verified By: Luis R Lomas, PE PE-62514 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: Max single window size - 52-1/8" x 84". Max mullion FL15353 R3 AE 512076B.Ddf span - 104-1/4". Created by Independent Third Party: Yes 15353.8 I CM-18531 Vertical Aluminum Mullion Limits of Use Installation Instructions Approved for use in HVHZ: No FL15353 R3 II 08-Ola435.Ddf Approved for use outside HVHZ: Yes Verified By: Luis R Lomas, PE PE-62514 https:H,Arw-w.floridabuildinc,.org/pr/pr app dtl.aspx?param=wGEVXQw-tDgtH85 72gvdWIS... 2/ 1 /2018 Florida Building Code Online Page 3 of 3 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: Max single window size: 52-1/8" x 84". Max mullion FL15353 R3 AE 512067B.Ddf span - 63" Created by Independent Third Party: Yes 15353.9 CM-18532 Horizontal Aluminum Mullion Limits of Use Installation Instructions Approved for use in HVHZ: No FL15353 R3 II 08-01453B.odf Approved for use outside HVHZ: Yes Verified By: Luis R Lomas, PE PE-62514 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: Max single window size - 52-1/8" x 84". Max mullion FL15353 R3 AE 512077B.pdf span - 156-3/8" Created by Independent Third Party: Yes 15353.10 CM-18533 Vertical Aluminum Mullion Limits of Use Installation Instructions Approved for use in HVHZ:-No FL15353 R3 II 08-01444B.odf Approved for use outside HVHZ: Yes Verified By: Luis R Lomas, PE PE-62514 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: Max single window size: 52-1/8" x 84". Max mullion FL15353 R3 AE 5120685.Ddf span: 83" Created by Independent Third Party: Yes 15353.11 CM-18534 Horizontal Aluminum Mullion Limits of Use Installation Instructions Approved for use in HVHZ: No FL15353 R3 II 08-01454B.odf Approved for use outside HVHZ: Yes Verified By: Luis R Lomas, PE PE-62514 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: Max single window size: 52-1/8" x 84". Max mullion FL15353 R3 AE 512078B.Ddf span: 156-3/8". Created by Independent Third Party: Yes Back Nett Contact Us :: 2601 Blair Stone Road, Tallahassee FL 32399 Phone: 850-487-1824 The Sate of Florida i5 an AA/EEO employer Copyright 2007-2013 State of Florida.:. Privacy Statement :: ACCeSslbility Statement • Refund Statement Under Flonda law, email addresses are public records If you do not want your e-mail address released in response to a public -records request, do not send electronic mail to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 850.487 1395. •Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address If they have one The emails provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to Supply a personal address, please provide the Department with an email address which can be made available to the public. To determine if you are a licensee under Chapter 455, F.S., please click here . Product Approval Accepts: LMMMI 7l: IiRl -- M Ct c '4 Cara. — - Safe https://w-ww.tloridabuildina. ora/pr/pr_app_dtl.aspx?param=wGEVXQ,ArtDgtH8 5 72gvdWIS... 2/ 1 /2018 NOTES: 1) THE PRODUCT SHOWN HEREIN IS DESIGNED AND MANUFACTURED TO COMPLY WITH REQUIREMENTS OF THE FLORIDA BUILDING CODE. 2) WOOD FRAMING TO BE DESIGNED AND ANCHORED TO PROPERLY TRANSFER ALL LOADS TO STRUCTURE. FRAMING IS THE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD. 3) ALLOWABLE STRESS INCREASE OF 1/3 WAS NOT USED IN THE DESIGN OF THE PRODUCT SHOWN HEREIN. WIND LOAD DURATION FACTOR Cd=1.6 WAS USED FOR WOOD ANCHOR CALCULATIONS. 4) APPROVED IMPACT PROTECTIVE SYSTEM IS NOT REQUIRED FOR THIS PRODUCT IN WIND BORNE DEBRIS REGIONS UP TO WIND ZONE 3. 5) DESIGN PRESSURE AND INSTALLATION DETAILS SHOWN IN THIS DOCUMENT APPLY ONLY TO MULI_ION. WINDOWS MUST BE APPROVED UNDER SEPARATE APPROVAL 6) SINGLE WINDOWS TO BE MULLED ARE NOT LIMITED TO THOSE SHOWN IN THIS DRAWING. WINDOWS MUST BE MANUFACTURED BY MI WINDOWS AND DOORS. INC. 7) DESIGN PRESSURE OF MULLED UNIT SHALL BE CONTROLLED BY THE LESSER DESIGN PRESSURE OF THE MULLION OR THE INDIVIDUAL WINDOW OR DOOR UNIT. 8) UNITS MAY BE MULLED TOGETHER INDEFINITELY AS LONG AS SINGLE UNIT WIDTH AND HEIGHT ARE NOT EXCEEDED AND MULLION IS ANCHORED AS SHOWN HEREIN. 9) MULLION VERTICAL INSTALLATION IS SHOWN, MULLION MAY BE USED IN HORIZONTAL APPLICATIONS AS LONG AS DIMENSIONS INDICATED HEREIN ARE NOT EXCEEDED AND MULLION IS ANCHORED ACCORDING TO THIS DOCUMENT DESIGN PRESSURE TABLE INSTRUCTIONS: 1) DEFINE REQUIRED DESIGN LOAD PER FLORIDA BUILDING CODE CHAPTER 16. 2) DETERMINE TRIBUTARY WIDTH AND MULLION SPAN BASED ON PRODUCT TO BE INSTALLED. SEE FORMULA FOR TRIBUTARY WIDTH. 3) LOCATE MULLION SPAN (UNIT iIEICHT) AND TRIBUTARY WIDTH AT THE INTERSECTION OF ROW AND COLUMN CONTAINING THE MULLION SPAN AND TRIBUTARY WIDTH RESPECTIVELY IS THE MULLION RATING FOR PRODUCT IN STEP 2. MULLION RATING MUST BE EQUAL OR GREATER THAN REQUIRED DESIGN PRESSURE OBTAINED IN STEP 1 TRIBUTARY WIDTH = WI + W2 2 REVISIONS REV DESCRIPTION GATE I APPROVED A REVISED INSTALLATION DETAILS 06/10/15 R.L B REVISED ANCHORING NOTES k INSTL DIET 05/07/17 R.L ANCHORING NOTES. 1) FOR ANCHORING INTO WOOD FRAMING OR 2X BUCK USE # 10 WOOD SCREW WITH SUFFICIENT LENGTH TO ACHIEVE A 1 3/8" MINIMUM EMBEDMENT. LOCATE ANCHORS AS SHOWN IN INSTALLATION DETAILS SHEET 3. 2) FOR ANCHORING INTO CONCRETE USE 1/4" ELCO ULTRCON TAPCON WITH SUFFICIENT LENGTH TO ACHIEVE A 1 1/4" MINIMUM EMBEDMENT WITH I" MINIMUM EDGE DISTANCE. LOCATE ANC14ORS AS SHOWN IN INSTALLATION DETAILS SHEET 3. 3) FOR ANCHORING INTO METAL USE #10 SMS OR SELF DRILLING SCREW WITH SUFFICIENT LENGTH TO AC141EVE 3 THREADS MINIMUM BEYOND STRUCTURE INTERIOR WALL. LOCATE ANCHORS AS SHOWN IN INSTALLATION DETAILS SHEET 3. 4) ALL FASTENERS TO BE CORROSION RESISTANT. 5) INSTALLATION ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH ANCHOR MANUFACTURER'S INSTALLATION INSTRUCTIONS. AND ANCHORS SHALL NOT BE USED IN SUBSTRATES WITH STRENGTHS LESS THAN THE MINIMUM STRENGTH SPECIFIED BELOW. A. WOOD — MINIMUM SPECIFIC GRAVITY OF G=0 42 B CONCRETE — MINIMUM COMPRESSIVE STRENGTH OF 3.200 PSI. C MASONRY — STRENGTH CONFORMANCE TO ASTM C-90, GRADE N. TYPE 1 (OR GREATER). D. METAL STRUCTURE —STEEL 1BGA (048") FY=33KSI/FU=52KSI OR ALUMINUM 6063—T5 FU=30KSI .062" THICK MINIMUM 6) FOR ATTACHING WINDOW UNITS TO MULLION USE #10 SELF TAPPING SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE A MINIMUM EMBEDMENT OF THREE THREADS PAST THE MULLION WALL. LOCATE SCREWS 6" FROM EACH MULLION END AND 12" MAX. O.C. THEREAFTER STAGGER SCREWS AT EACH WINDOW. TABLE OF CONTENTS SHEET NO. DESCRIPTION 1 NOTES 2 CONFIGURATIONS AND DP CHART 3 INSTALLATION DETAILS 4 COMPONENTS MI WINDOWS AND DOORS, LLC 650 WEST MARKET STREET GRATZ, PA 17030—'0370 5764 — VERTICAL MULLION 83" MULLION SPAN GENERAL NOTES DRAWN: DWG N0. V.L. 08-01439 SCALE NTS DATE 01 / 1 1 / 12 SHEET I OF 4 L ROBERTO LOMAS P.E. 1432 WOODFORD RD LEWISVILLE. NC 27023 434 6E0-0609 Abmas@libnusp& c SIGNED: 1011312017 09vGENSF ,(p STDATE OF0. F\ B/";/S NAj1E0` Luis R. Lomas P.E. FL No.: 62514 107 3/B" _ COMBINED WIDTH WI --I W2 - 83" 1 FRAME HEIGHT WINDOW WINDOW MULLION SPAN) 107 3/8" COMBINED WIDTH W1 -Ir- W2 - FRAME WINDOW HEIGHT WINDOW MULLION SPAN) 107 3/8" COMBINED WIDTH W1 -I[ W2 83" J f WINDOW J FRAME HEIGHT WINDO WINDOIA MULLION SPAN)` WI I4-W2- 107 3/8" COMBINED WIDTH Design pressure rating (pso Mullion span (In) Tributary width (In) 18.13 25.50 36.00 42.00 48.00 52.13 25.00 120.0 120.0 1200 1200 1200 1200 37.38 120.0 120.0 1200 1200 1200 120.0 49.63 120.0 98.3 81.2 76.9 75.2 75.1 62.00 71.0 522 39.7 359 334 32.3 65.63 596 437 33.0 296 274 26.3 72.00 44.9 127 24.4 21 8 199 19.0 84.00 28.1 1 203 I - I - I - LARGE AND SMALL MISSILE IMPACT, LEVEL D. WIND ZONE 3 DIMENSIONS IN CHART ARE FRAME DIMENSIONS AND DO NOT INCLUDE FLANGE. 107 3/8" COMBINED WIDTH WI-Ir-W2- BY 4DOW 1FRAMEWINDOW HEIGHT MULLION SPAN) ` J /J 107 3/8" COMBINED WIDTH 53" FRAM HEIGHT MULL( SPAN) REVISIONS I REV I DESCRIPTION I DATE I APPROVED ' HA _REVISED INSTALLATION REVISED ANCHORING NO TES k INSTL DET. 06/07/17 I R.L. I 107 3/8" COMBINED WIDTII W1 -Ir W2 ! I` WI W2 J J WINDOW J WINDOWYYIN_Q41Y WINQM ON 1 1 1 W1 -II- W2 - 107 3/8" 1-:7COMBINED WIDTII APPROVED CONFIGURATIONS MULTIPLE UNITS MAYBE MULLED TOGETHER AS LONG AS COMBINED WIDTH DOES NOT EXCEED 107318"AS SHOWN HEREIN. 8 J J WINDOW J FRAME I EIGHT WINDOW MULLION SPA 1 1 W I W2 -- 107 3/8" COMBINED WIDTH Desi n pressure ratings with rebar Mullion span (In) Tributary width (In) 18.13 25.50 36.00 42.00 4800 52.13 25.00 1200 120.0 1200 1200 120.0 1200 37.38 1200 1200 120.0 1200 1200 1200 49.63 1200 98.3 81 2 76.9 752 75.1 62.00 952 700 533 48.1 448 43.4 65.63 800 586 44.2 397 367 353 72.00 60.3 439 32.8 29.2 267 25.5 84.00 377 273 20.1 177 16.0 15.1 LARGE AND SMALL MISSILE IMPACT, LEVEL D, WIND ZONE 3 .. DIMENSIONS IN CHART ARE FRAME DIMENSIONS AND DO NOT INCLUDE FLANGE SIGNED: 1011312017 MI6soWINDOWSD DOORS, LLC 1 IIL/Q 1//// aMARKET5giP i GRATZ, PA 17030-0370 J•\GEN.T 5764 - VERTICAL MULLION/JI(1o,.8 51 83 MULLION SPAN APPROVED CONFIGURATIONS AND RATING CHARTS STATE OF , 4,Z FS; c[pRIOP'G\\ DRAWN0WGNOREV08 B 77sMin SCALENTSDATE01/11/12 SOET29 OF 4 j1E?\\\\ L RODERTOLOMASAE Luis R. Lomas P.E. 1432 WOODFORD RD LEWISVILLE, NC 27023 434. 66D.0609 rl w-LIDhbmaspe com FL No.: 62514 MIN. - EDGE -DISTANCE MASONRY/CONCRETE BY OTHERS I MIN. EMBEDMENT I 1/4" ELCO ULTRACON TAPCON SECT5796 CLIP OPTIONAL REBAR SECT5764 MULLION MT000022 CLIP r---- - -T 10 WOOD SCREW I I 1 1 1 I I I _ 1 3 8 MIN EMBEDMENT L WOOD FRAMING/ 1/2- MIN. 2X BUCK EDGE BY OTHERS DISTANCE VERTICAL CROSS SECTION MASONRY/CONCRETE AND WOOD FRAMING INSTALLATION NOTE CLIPS MAY BE USED IN MASONRY/CONCRETE OR WOOD FRAMING SUBSTRATE REVISIONS REV DESCRIPININ DALE ArPROVED A' -REVI5ED INSTALLATION DETAILS 06/10/I5 R.L B REVISED ANCHORING NOTES & INSIL DET. 06/07/17 RL MT000022 CLIP 10 SMS OR I SELF DRILLING SCREW METAL 1/2" MIN STRUCTURE EDGE L BY OTHERS DISTANCE VERTICAL CROSS SECTION METAL INSTALLATION MI WINDOWS AND DOORS, LLC 650 WEST MARKET STREET GRATZ, PA 17030-0370 5764 - VERTICAL MULLION 83" MULLION SPAN INSTALLATION DETAILS DRAWN DWG NO. V.L. 08-01439 SCALE NTS JDATE 01 / 1 1 / 12 s1¢ET 3 OF 4 L. ROBERTO LOMAS P E 1432 WOODrORD RD LE WISVILLE. NC 27023 434-68e OW9 NbmaecShi m tpe can SIGNED: 1011312017 S` R 1 I L1o q0ENV * 4 "irA SOFto2c= aEv i F BRIO* • B SSIDNA'IE`\G` Luis R. Lomas P.E. FL No.: 62514 2.140" --1 F=DI SECT5764 MULLION ALUMINUM 6005-T 5 125" THICK f — 0 688" 1.531" RF-1 d5 2 REBAR 16 GA (062) GALVANIZED STEEL NOTES: 1. CLIPS MAY DE USED IN MASONRY/CONCRETE OR WOOD FRAMING SUBSTRATE. 2. FOR WOOD & METAL INSTALLATION USE ALL FOUR ANCHOR LOCATIONS. 3. FOR CONCRETE INSTALLATION USE 2 ANCHOR LOCATIONS ONLY WITH 3 1/4" SEPARATION BETWEEN ANCHORS. 3.261" 1.375" 0.625 rl. 3.250" 0.843" 4 000" O O- MT000022 CLIP 16GA (063) GALVANIZED STEEL SEE NOTE 2 6 3, T141S SHEET. 3.750" 2.189" — 1.0)0 -- 0 375" 0.843" 2x 00.210" I 1.562 1.562" SECT5796 CLIP FOR WOOD FRAMING INSTALLATION ALUMINUM 6063-T5.125" THICK REVISIONS REV DESCRIPTION DATE APPROVED A .REVISED INSTALLATION DETAILS 06/10/15 R L. B 1 REVISED ANCHORING NOTES k INSTL DET. 06/07/17 RL. 3.750" 1.000" — 0.375" 0 422" 2.032" I 0.843" 2.875" SECT5796 CLIP \- 2x 00.210" FOR CONCRETE INSTALLATION ALUMINUM 6063-T5.125" THICK MI WINDOWS AND DOORS, LLC 650 WEST MARKET STREET GRATZ, PA 17030-0370 5764 — VERTICAL MULLION 83" MULLION SPAN COMPONENTS DRAWN DYC NO V. L. 08 — 01439 SCALE NT$ JDAIE 01 / 1 1 / 1 2 SHE1:T 4 OF 4 L. ROBERTO LOMAS P E. 1432 WOODFORD RD LEWISVILLE, NC 27023 434-6EE-0609 r00m8r@bbmacp. can SIGNED.' 1011312017 1R! it o4f GENS 40, 6 -51 * : 0 tX OF IQ0 E`S; OR10 •G. i/77s/ONA j1'Ml\ Luis R. Lomas P.E. FL No.: 62514 Florida Building Code Online Paae 1 of 3 liE, Professional Regulation 11 , r I BCIS Home I Log In ( User Registration j Hot Topic Submit Surcharge Stats h Facts ; Publications FBC Start BCIS Site Map Links Search Product ApprovalrUSER* Public User Product Approval Menu > Product or Application Search > Application Lis[ > Application Detail FL # FL13223-R4 Application Type Revision Code Version 2017 Application Status Approved Comments Archived Product Manufacturer James Hardie Building Products, Inc. Address/Phone/Email 26300 La Alameda Ste. 250 Mission Viejo, CA 92691 909) 349-2927 pingsheng.zhu@jameshardie.com Authorized Signature Pingsheng Zhu pingsheng.zhu@jameshardie.com Technical Representative Pingsheng Zhu Address/Phone/Email 10901 Elm Ave. Fontana, CA 92337 909) 349-2927 pingsheng.zhu@jameshardle.com Quality Assurance Representative Pingsheng Zhu Address/Phone/Email 10901 Elm Ave. Fontana, CA 92337 909) 349-2927 pingsheng.zhu@jameshardie.com Category Panel Walls Subcategory Siding Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Ronald I. Ogawa the Evaluation Report Florida License PE-24121 Quality Assurance Entity Intertek Testing Services NA, Inc. - QA Entity Quality Assurance Contract Expiration Date 12/31/2020 Validated By John Southard, P.E. G Validation Checklist - Hardcopy Received Certificate of Independence FL13223 R4 COI RIO - Certificate of Independence odf Referenced Standard and Year (of Standard) Standard Year ASTM C1186 2007 ASTM E330 2002 Equivalence of Product Standards Certified By Florida Licensed Professional Engineer or Architect FL13223 Ra Eouiv RI0-2692E-17 ASTM C1186 eauivalencv.pdf http://vAwNAr.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQNA tDgvRk6bsvZ66FC... 2/6/2018 Florida Building Code Online Page 2 of 3 Sections from the Code Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved Summary of Drndurta Method 1 Option D 08/09/2017 08/25/2017 08/28/2017 10/10/2017 FL # I Model, Number or Name Description 13223.1 Cempanel Siding fiber -cement panel siding Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL13223 R4 II cemoanel-installation.odf Approved for use outside HVHZ: Yes FL13223 R4 11 NOA 17-0406.06.Ddf Impact Resistant: Yes FL13223 R4 II RIO 2689-17 Panel to Furring.odf FL13223 R4 11 RIO-2686-17 Panel Wood Metal Frame.DdfDesignPressure: N/A Verified By: Ronald 1. Ogawa 24121Other: For use inside a HVHZ install in accordance with NOA 17-0406.06 Created by Independent Third Party: No Evaluation Reports FL13223 R4 AE NOA 17-0406.06.Ddf FL13223 R4 AE RIO 2689-17 Panel to Furring.Ddf FL13223 R4 AE RIO-2686-17 Panel Wood Metal Frame.Ddf Created by Independent Third Party: Yes 13223.2 HardiePanel Siding fiber -cement panel siding Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL13223 R4 II HardiePanel-Installation.odf Approved for use outside HVHZ: Yes FI-13223 R4 II NOA 17-0406.06.Ddf Impact Resistant: Yes FL13223 R4 II RIO 2689-17 Panel to Furrina.Ddf FL13223 R4 II RIO-2686-17 Panel Wood Metal Frame.DdfDesignPressure: N/A Verified By: Ronald I. Ogawa 24121Other: For use inside a HVHZ Install in accordance with NOA 17-0406.06 Created by Independent Third Party: No Evaluation Reports FL13223 R4 AE NOA 17-0406.06.Ddf FL13223 R4 AE RIO 2689-17 Panel to Furring.Ddf FL13223 R4 AE RIO-2686-17 Panel Wood Metal Frame.Ddf Created by Independent Third Party: Yes 1 13223.3 Prevail Panel Siding fiber -cement panel siding Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL13223 R4 11 NOA 17-0406.06.Ddf Approved for use outside HVHZ: Yes FL13223 R4 11 Prevail-Panel-installation.Ddf Impact Resistant: N/A FL13223 R4 11 RIO 2689-17 Panel to Furring.Ddf FL13223 R4 11 RIO-2686-17 Panel Wood Metal=rame.DdfDesignPressure: N/A Verified By: Ronald 1. Ogawa 24121Other: For use inside a HVHZ install in accordance with NOA 17-0406.06 Created by Independent Third Party: No Evaluation Reports FL13223 R4 AE NOA 17-0406.06 pdf FL13223 R4 AE RIO 2689-17 Panel to Furring.Ddf F1_13223 R4 AE RIO-2686-17 Panel Wood Metal Frame.odf Created by Independent Third Party: Yes Contact Us :: 2601 Blair Stone Road, Tallahassee FL 32399 Phone. 850-467-1824 The State of Florida is an AA/EEO employer. Copyright 2007.2013 State of Florida.: Privacy Statement :: Accessibility Statement :: Refund statement Under Florida law, email addresses are public records. If you do not want your e-mail address released in response to a public -records request. do not send electronic mad to this entity. Instead, contact the office by phone or by traditional mall. If you have any questions, please contact 850.487.1395. 'Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address If they have one The emails provided may be used for official communication with the licensee However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine if you are a licensee under Chapter 455, F.S., please click here . Product Approval Atsepts: R Cry http://vA wv.floridabuilding.org/pr/pr_app_dtl.aspa?param=wGEVXQ A tDgvRk-6bsvZ66FC... 2/6/2018 Florida Building Code Online Paae 3 of 3 Credh ,Card Safe http://vA,Arw.floridabuildina. ora/pr/pr_app_dtl. aspx?param=wGEVXQ"DgvRl:6bsvZ66FC... 2/6/2018 Florida Product Approval HardiePanel® Siding For use inside HVHZ: o HardiePanel Siding fastener types, fastening schedule, and installation shall be in accordance with the Miami -Dade County Florida NOA 17- 0406.06. Consult the HardiePanel product installation instructions on the follow pages for all other installation requirements. For use outside of HVHZ, o HardiePanel Siding fastener types, fastening schedule, and installation shall be in accordance with Engineering Evaluation Reports RIO-2686-17 or RIO-2689-17. Consult the HardiePanel product installation instructions on the follow pages for all other installation requirements. CLEARANCES Install siding and trim products in compliance with local building code requirements for clearance between the bottom edge of the siding and the adjacent finished grade. Figure 5 stud siding I I bottom plate concrete li.,6' min. j foundation Maintain a minimum 1" gap between gutter end caps and siding & trim. Figure 9 siding 1iC"112 I gutter and end cap Maintain a minimum 1" 2" clearance between James HardieO products and paths, steps and driveways. Figure 6 t! i 1 =!2'i min I ) II If I' x- i N fasua Maintain a minimum 1" - 2" clearance between James Hardie products and decking material. Figure 7 siding waterresistiveIbanner deck matenel IIIII 2" mi joist t flashing t ledger Do not bridge floors with HardiePanetl siding. Horizontal joints should always be created between floors (fig. 10). Water - Resistive Banner Framing Figure 10 Hon_onial Flooring Trim dip i f 1 J Sheathing i HartliePenei° a BLOCKED PENETRATIONS Penetrations such as hose bibs and holes 1 w' or larger such as dryer vents should have a block of trim around point of penetration. GENERAL FASTENING REQUIREMENTS Fasteners must be corrosion resistant. galvanized, or stainless steel Electro-galvanized are acceptable but may exhibit premature corrosion. James Hardie recommends the use of quality, hot-dipped.galvanized nails. James Hardie is not responsible for the corrosion resistance of fasteners. Stainless steel fasteners are recommended when Installing James Hardie products near the ocean, large bodies of water, or in very humid climates. Consult applicable product evaluation or listing for correct fastener type and placement to achieve specific design wind loads. NOTE: Published wind. loads may not be applicable to all areas where Local Building Codes have specific jurisdiction. Consult James Hardie Technical Services if you are unsure of applicable compliance documentation Drive fasteners perpendicular to siding and framing. Fastener heads should fit snug against siding (no air space). (fig. A) Do not over -drive nail heads or drive nails at an angle. If nail is countersunk, fill nail hole and add a nail. (fig. B) For wood framing, under driven nails should be hit flush to the plank with a hammer (for steel framing; remove and replace nail). NOTE: Whenever a structural member is oresent, HardiePlank should be fastened with even spacing to the structural member. The tables allowing direct to OSB orplywood should only be used when traditional framing is not available. Do not use aluminum fasteners, staples, or clipped head nails. Snug Flush 17:zN 5771 Countersunk, lqxl\ 0fill &add nail Figure A L\—\j Figure B do not under drive nails DO NOTSTAPLE At the juncture of the roof and vertical Maintain a 1 /4" surfaces, flashing and counterflashing clearance between shall be installed per the roofing the bottom of James manufacturer's instructions Provide a Hardie products and minimum 1 "- 2" clearance between horizontal flashing. the roofing and the bottom edge of the Do not caulk gap. siding and trim. Refer to fig. 3 on Figure 8 page 1. I, U I ill 1 1'-2'min It 1 I I 1 I I f•O KICKOUT FLASHING Because of the volume of water that can pour down a sloped roof, one of the most critical flashing details occurs where a roof intersects a sidewall. The roof must be flashed with step flashing. Where the roof terminates, install a kickout to deflect water away from the siding. It is best to install a self -adhering membrane on the wall before the subfascia and trim boards are nailed in place, and then come back to install the kickout. Figure 11, Kickout Flashing To prevent water from dumping behind the siding and the end of the roof intersection, install a "kickout" as required by IRC code R905.2.8.3 : " ..flashing shall be a min. of 4" high and 4" wide." James Hardie recommends the kickout be angled between 100' - 1101 to maximize water deflection Figure 11 ' Sim flues / { 5•I-adncmq` rmenorax nng • i eaves G7ves membrane i SN`dmill f Ilesitinp s; DrW wipe Hase4rap PNEUMATIC FASTENING James Hardie products can be hand nailed or fastened with a pneumatic tool. Pneumatic fastening is highly recommended. Set air pressure so that the fastener is driven snug with the surface of the siding. A flush mount attachment on the pneumatic tool is recommended. This will help control the depth the nail is driven. If setting the nail depth proves difficult, choose a setting that under drives the nail. (Drive under driven nails snug with a smooth faced hammer - Does not apply for installation to steel framing). HS1236 - P2/3 8/13 Hardie Panel"A10. Jar esHardie Vertical Siding EFFECTIVE SEPTEMBER 2013 INSTAL TION REQUIREMENTS RESIDENTIAL SR.AE FAMILY ONLY - PRIMED & COLORPLU9 PRODUCTS Visit vnu ,,;ameshaldie.com for the most recent version. SMOOTH • CEDARMILL© • SELECT SIERRA 8 • STUCCO IMPORTANT. FAILURE TO INSTALL AND FINISH THIS PRODUCT IN ACCORDANCE WITH APPLICABLE BUILDING CODES AND JAMES HARDIE WRITTEN APPLICATION INSTRUCTIONS MAY LEAD TO PERSONAL INJURY, AFFECT SYSTEM PERFORMANCE, VIOLATE LOCAL BUILDING CODES, AND VOID THE PRODUCT ONLY WARRANTY, BEFORE INSTALLATION, CONFIRM THAT YOU ARE USING THE CORRECT HARDIEZONE INSTRUCTIONS. INSTALLATION OF HZ1OT"t PRODUCTS OUTSIDE AN HZ1Oa LOCATION WILL VOID YOUR WARRANTY. TO DETERMINE WHICH HARDIEZONE APPLIES TO YOUR LOCATION, VISIT WWW.HARDIEZONE.COM OR CALL 1-866-942-7343 STORAGE & HANDLING: Store flat and keep dry and covered prior to installation. Installing siding wet or saturated may result in shrinkage at but joints. Carry planks on edge. Protect edges and corners from breakage. James Hardie is not responsible for damage caused by improper storage and handling of the product. CUTTING INSTRUCTIONS OUTDOORS INDOORS 1. Position cutting station so that wind v.6 blow dust away front fuser 1. Cut only using score and snap, or shears (manual, electric or pneumatic). and others in working area. 2. Position cutting slation in well -ventilated area 2. Use one of the following methods: a. Best i. Score and snap It. Shears (manual, electric a pneumatic) - NEVER use E power saw indoors b. Better. i. Dust reducing circular saw equipped with a - NEVER use a circular saw blade that does not carry the HardleBlade saw blade trademark HardieBlaW saw blade and HEPA vacuum extraction NEVER dry sweep — Use wet suppression or HEPA Vacuum c. Good: i. Dust reducing circular saw vrith a Hardie -Blade ww blade any use for low to moderate cutting) Important Note. For mabmum protection pwest respirable dust production), James Hardie recommends always usng'Best"-level cutting methods where feasible. NIOSH- approved respirators can be used in conjunction v.Th above cutting practices to further reduce dust exposul as. Additional exposure information is available at www.famesaardie.com to help you determine tie most appropriate cuthng method for your fob requirements If concern still exists atxur exposure levels or you do not comply with the above practices, you should always consuls a qualdled industrial hygienist or contact James Hardie for further information. 023,05 GENERAL REQUIREMENTS: I These instructions to be used for residential single family installations only, For Commercial / Mufti -Family installation requirements go to Aww.JamesHardiecommercial.com HardiePanel' vertical siding can be installed over braced wood or steel studs spaced a maximum of 24" o.c. See genemal fastening requirements. Irregularities in framing and sheathing can mirror through the finished application. James Hardie recommends Installing HardiePanel on a capillary break (rainscreen/furring) as a best practice. Information on Installing James Hardie products over foam can be located in JH Tech Bulletin 19 at wow iamehardie.com A water -resistive barrier is reouired in accordance with local building code requirements. The water -resistive barrier must be appropriately installed with penetration and junction flashing in accordance with local building code requirements. James Hardie will assume no responsibility for water infiltration. James Hardie does manufacture HaraieWrapO` Weather Barrier, a non -woven non -perforated housewrapl , which complies with building code requirements. When installing James Hardie products all clearance details in figs. 5,6,7,8,9,10&11 must be followed. Adjacent finished grade must slope away from the building in accordance with local building codes - typically a minimum of 6" in the first 10'. Do not install James Hardie products, such that they may remain in contact with standing water. HardiePanel vertical siding may be installed on vertical wall applications only. DO NOT use HardiePanel vertical sidingin Fascia or Trim applications. Some application are not suitable for ColorPlus. Refer to ColorPlus section page 3. DO NOT use stain, oil/alkyd base paint, or powder coating on James Hardie'°) Products. For larger projects, including commercial and multi -family projects, where the span of the wall is significant in length, the designer and/or architect should take into, Consideration the coefficient of thermal expansion and moisture movement of the product in their design. These values can be found in the Technical Bulletin 8. Expansion Characteristics" at wtw,y.JamesHardie.com. INSTALLATION: Joint Treatment Fastener Requirements • Vertical Joints - Install panels in moderate contact (fig. 1), alternatively Positionfasteners3/8" from panel edges and no closer than joints may also be covered with battens, PVC or metal jointers or 2" away from corners. Do not nail into corners. caulked QJot applicable to ColorPlusc Finish) (fig. 2). HardiePanelVerticalSidingInstallation • Horizontal Joints - Provide Z-flashing at all horizontal joints (fig. 3). Framingmustbeprovidedathorizontalandverticaledgesfornailing. Figure 2 Figure 3 HardiePanelverticalsidingmustbejoinedonstud. water -resistive barrier water -resistive bamer Double stud may be required to maintain minimum edge 2 4 stud voter-reslsuve water-resrstive nailing distances. 2 x 4 stud barrier barrier water - resistive barrier sheathing upper panel Figure 1 stud Do not t/4" 9ap Caulk HardiePanel Batten•Joint "H"Joint n^Z-flashingt upper panel Do not 1/4" gap Caulk. 2- Ilashingi U o vertical siding water -resistive barrier tleCArattve frond bnartl keep nails stud —lower lovn_ r 3/8' min. from panel panel anal pedges ft plate\ o leabetween Recommendation- when Fgure 4 l 3 9, U panels, then caulk' U insiallrng Sierra 8, prpme moderate contact Caulk Joint a inns t 2 stud at panel Not applicable to ColorPlus6 Finish) joints to avoid nailing keep fasteners 2' 'Apply caulk in accorcance with caulk dhrough grooves. away from comers manufacturer's written application instructions. For additional information on HardleWrapT^' Weather Barrier, consult .lames Hardie at 1-866-4Hardie or www.hardiewrale.com WARNING: AVOID BREATHING SILICA DUST James Hardie° products comain respirable crystalline silica, whlcn Is known io the State of California to cause cancer and is considered by IARC and MOSH to W a cause of cancer from some occupational sources. &zathinp excessive amounts of respirable silica dust can also cause a disabling and potentially Taal lung disease called silicosis, and has been linked won omar diseases. Some Studies suggest smoking may increase mace risks. During installation or nandling. (1) work, in outdoor areas oath amble vandlauon, (2) use fiber cement shears for curing or, where not feasible. use a HsrdleBlade` saw blade and dust -reducing circular saw amcned to a HEPA vacuum: 3) warn others in me immediate area, (4) weer a property-flned, MOSH-approved dust mask or resNraior (e.p N-95) in accorcance with applicable government ragulabJns ano manulaciurer mSVuctldns to Wither limit respirable silica exposures Dunno clean-up, use HEPA vacuums or wet cleanup metnoos - never ory sweep. For funkier information, rater to our installation Instructions and Material Safety Data Sneer available at tvww. lamesnaidie.com or by sailing 1-800-9HARDIE (1-8DO-942-7343). FAILURE TO ADHERE TO OUR WARNI1NI65, MSDS, AND INSTALLATION INSTRUCTIONS MAY LEAD TO SERIOUS PERSONAL INJURY OR DEATH M05( nL5 HS1236 - P1/3 1/13 y fa CAULKING For best results use an Elastomedc Joint Sealant complying with ASTM C920 Grade NS, Class 25 or higher or a Latex Joint Sealant complying with ASTM C834. Caulking/Sealant must be applied in accordance with the caulking/sealant manufacturer's wrtaen instructions. Note: OSI Quad as well as some other caulking manufacturers do not allow tooling. DO NOT caulk nail heads when using ColorPlus products, refer to the ColorPlus touch-up section CUT EDGE TREATMENT PAINTING Caulk, paint or prime all field cut edges. DO NOT use stain, oil/alkyd base paint, or powder coating on James Hardie'' Products. James Hardie products James Hardie touch-up kits are required must be painted within 180 days for primed product and 90 days for unprimed.100% acrylic topcoats are to touch-up ColorPlus products. recommended Do not paint when wet. For application rates refer to paint manufacturers specifications. Back -rolling is recommended ii the siding is sprayed. COLORPLUS° TECHNOLOGY CAULKING, TOUCH-UP & LAMINATE Care should be taken when handling and cutting James Hardie(D ColorPlus@ products. During installation use a wet soft cloth or soft brush to gently wipe off any residue or construction dust left on the product, then rinse with a garden hose. Touch up nicks, scrapes and nail heads using the ColorPlus6 Technology touch-up applicator. Touch-up should be used sparingly. If large areas require touch-up, replace the damaged area with new HardiePanel6 siding with ColorPlus Technology. Laminate sheet must be removed immediately after installation of each course. Terminate non factory cut edges into trim where possible, and caulk. Color matched caulks are available from your ColorPlus'-"' product dealer. Treat all other non -factory cut edges using the ColorPlus Technology edge coaters, available from your ColorPlus product dealer. Note: James Hardie does not warrant the usage of third parry touch-up or paints used as touch-up on James Hardie ColorPlus products. Problems with appearance or performance arising from use of third party touch-up paints or paints used as touch-up that are not James Hardie touch-up, will not be covered under the James Hardie ColorPlus Limited Finish Warranty. The following outlines the recommended applications for ColorPlus and Primed panels. Not all designs will be suitable for every application: Exposed fasteners or battens is the recommended application for ColorPlus panel products Do not use touch-up over fastener heads for smooth ColorPlus products - primed panel recommended For ColorPlus panel applications that require fasteners in the field, it is acceptable to use touch-up over fasteners for Cedarmill and Stucco panel only, but correct touch-up application is imporant. Some colors may show touch-up when applied over fasteners. Trim is recommended to cover joints when appropriate. PAINTING JAMES HARDIE" SIDING AND TRIM PRODUCTS WITH COLORPLUS® TECHNOLOGY When repainting ColdrPlus products, James Hardie recommends the following regarding surface preparation and topcoat application: Ensure the surface is clean, dry, and free of any dust, dirt, or mildew Repriming is normally not necessary 100% acrylic topcoats are recommended DO NOT use stain, oil/alkyd base paint, or powder coating on James Hardie6 Products Apply finish coat in accordance with paint manufacturers written instructions regarding coverage, application methods, and application temperature RECOGNITION. In accordance with ICC-ES Evaluation Report ESR-t84A, Hardie?analS vertical siding is recognized as a suitable alternate to that specified in: the 2006 2009, & 2,312 International Residential Gode to, One -and Tvrc-Fanih, Dwellings and the 206, 2009, & 2012 Intematcnal Building Code HardePanel vertical siding is also recognized for application in the follovnng: Onyx Los Angeles Research Report No 24862, State at Florida lisang FLh889, Dade County, Flonea NOA No 02-0729.02 U.S Deot of HUD Materials Release 1263c, Texas Department of Insurance Product Evaluation EC-23, Cny of Nmv York MEA 223-93-M, and California OSA PA-019. These documents should also be consulted tar additional information concerning the suraltihty of this Droducl for specific applications. 2013 James Hardie Building Products. All rights reserved. Additional Installation Information. Tiv1, SM, and ® denote trademarks of registered trademarks of amen HardieTecnnology Limited G is a registered Warranties, and Warnings are available at {,tiamesHardie trademark of James Hardie Technology Limited www.jameshardle,com Mf I HS1236 - P3/3 6/13 p RMLAM-DA C R, C nee¢enMO ACCREDITEDLABORATORY July 30, 2017 Pingsheng Zhu, P.E. Product Compliance Engineer James Hardie Building Products 10901 Elm Ave.. Fontana, CA 92337 Re: NOA-17-0405.06 Relative to FBC 2017 Project - R l O-2679AA-17 Dear Pingsheng: After review of the 2017 FBC, it is my opinion that the current NOA-17-0406.06 is in compliance With the 2017 Florida Building Code. Referenced'Standards in the-2017 FBC.- 1 , Wood: AWC NDS-2015 & SDMIS-2015 2. Structural Loads: ASCEISEI-7-10 3. Concrete: ACE-318-14 4. Masonry: TMS402-2016/ACI530-13/ASCE-5-13 5. Structural Steel: AISC 360-10 (Including manual of steel construction 2010 (140"edition)) 6_ Cold -formed Steel: AISI 100-12 7. Aluminum: ADM-1-2015 In addition, I am making the following Statement of Independence as requested: 1. Ronald Ogawa. does not have nor does it intend to acquire or will it acquire any financial interest in any company manufacturing or distributing products for which evaluations are issued. 2. Ronald Ogawa is not owned, operated or controlled by any company manufacturing or distributing products it evaluates or inspect. 3 '.Ronald Ogawa Inc does not have, nor will it acquire a financial interest in any company manufacturing or distributing products for which.reports are being issued. 4. • Ronald Ogawa does not have, nor will it acquire a financial interest in any other entity involved in the approval process of the product. Should you have any questions on anything, please contact roe. Sincerely, Ronald I. Ogawa, P.1E. ( f RI Ogawa & Associates, Inc. IAS LaboratoryApproval, TL 360 IAS Quality Control Agency, AA-705 CRRC Approved Testing Laboratory for Solar Reflectance and Emissivity State of Florida Approved Validator and Third Party Quality Control Agency 714) 292-2602 ron( arioaawa.Com CC: Roger Ogawa — RI Ogawa & Associates, Inc. Karen Ogawa — RI Ogawa & Associates, Inc. 11L1''` ojGA Wq'- 41 00S' p FsSI 0 td AL irsiirNrr Lab Address: 1935 Sampson Avenue, Corona, CA 92879 • Phone (714) 321-4939 • Fax (714) 908-1815 9 E-mail: rooer0rioamra_com Mailing Address: 16835 Algonquin St. *443. Huntington Beach, CA 92649 • Phone (702) 491-3710 . Fax (714) 908-1815 • E-mail: debbyC AaaaLva.Cam Engineering • Quality Control 9 Product Development e Inspections • Code Consulting • Expert 1Mness e Testing MIAMMADE MIAMI-DARE COUNTY PRODUCT CONTROL SECTION 11805 SW 26 Street, Room 208 DEPARTMENT OF REGULATORY AND ECONOMIC RESOURCES (RER) MiamL Florida 33175-2474 BOARD AND CODE ADMINISTRATION DIVISION T (786) 315-2590 F (786) 315-2599 NOTICE OF ACCEPTANCE (NOA) www.miamidade.gov/economv James Hardie Building Product, Inc. 10901 Elm Avenue Fontana, CA 92337 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation'submitted has been reviewed and accepted by Miami -Dade County RER-Product Control Section to be used'in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction (AHJ). This NIOA shall not be valid after the expiration date stated below. The Miami -Dade County Product Control Section In Miami .Dade County) and/or the AHJ (in areas other than Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. RER reserves the right to revoke this acceptance, if it is determined by Miami -Dade County Product Control Section that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the Florida Building Code, including the High Velocity Hurricane Zone. DESCRIPTION: "Hardie", "Cem" and "Prevail" Planks and Panels Fiber Cement Siding and Soffit APPROVAL DOCUMENT: Drawing Into. PNL, PLK & SOFF, titled "HardiePanel, CemPanel, Prevail Panel; HardiePlank, CemPlank Prevail Lap Siding; HardieSoffit, CemSoffit Panel; Installation Details Wood/Metal Stud Construction", sheets 1 through 12 of 12, dated 04/24/2013, prepared by the manufacturer, signed and sealed by Ronald I. Ogawa, P.E., bearing the Miami -Dade County Product Control renewal stamp with the Notice of Acceptance number and expiration date by the Miami -Dade County Product Control Section. MISSILE I111[PACT RATING: Large and Small Missile Impact Resistant LABELING: A permanent label with the manufacturer's name or logo, Plant City, Florida, and the following statements: "ASTM C 1186 Type A compliant" and "Miami -Dade County Product Control Approved" is to be located on each siding plank or panel and per FBC 1710.9.2 and l 710.9.3 on soffit panels. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product TERA'IINATION of this NOA will occur after the expiration date or if there has been a revision or change in the materials, use; and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply vrith any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida; and followed by the expiration date may be displayed in advertising literature. if any portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This NOA renews NOA # 15-0122.04 and consists of this page 1 and evidence page E-1, as well as approval document mentioned above. The submitted documentation was reviewed by Carlos M. Utrera, P.E. MIAMI-DADE CNOA No. 17-0406.06 OUNTY Expiration Date: May 1, 2022 Approval Date: May 4, 2017 27 / Zd 17 Page 1 James Hardie Building Products. Inc_ NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED A. DRAWINGS "Submitted under N04 # 13-0311.07" 1. Drawing No. P11I., PLK & SOFF, titled "HardiePanel, CemPanel, Prevail Panel; HardiePlank, Cem.Plank Prevail Lap Siding; HardieSoffit, CemSoffit Panel; Installation Details Wood/Metal Stud Construction".sheets 1 through 12 of 12, dated 04/24/2013, prepared by the manufacturer, signed and sealed by Ronald I. Ogawa, P.E. B. TESTS "Submitted under NOA # 13-0311.07" 1. Test reports on 1) Uniform Static Air Pressure Test, Loading per FBC TAS 202-94 2) Cyclic Wind Pressure Loading per FBC, TAS 203-94 along with marked -up drawings and installation diagram of HardiePlank, HardieSoffit and HardiePanel, prepared by Intertek Testing Services NA LTD, Test Report No. 100733361COQ-004, dated 08/24/2012, with revision 1 dated 04/25/2013, signed and sealed by Rick Curkeet, P.E. Submitted under NOA # 02-0729.02" Laboratory Report Test Date Signature 2. ATI-16423-1 PA 202 & 203 03/18/96 A. N. Reeves P.E. 3. ATI 16423-2 PA 202 & 203 03/18/96 A. N. Reeves P.E. 4. ATI 16423-3 PA 202 & 203 03/18/96 A. N. Reeves P.E. C. CALCULATIONS 1. None. D. QUALITY ASSURANCE 1: Miami -Dade Department of Regulatory and Economic Resources RER) E. MATERIAL CERTIFICATIONS 1. . None. F. STATEMENTS "Submitted under NOA # 15-0122.04" L . Statement letter of code conformance to the 5th edition (2014) FBC issued by Ronald J. Ogawa & Associates, Inc., dated 10/26/2014, signed and sealed by Ronald I- Ogawa, P.E. o4Z'71ZO1 7 Carlos M. Utrera, P.E. Product Control Examiner NOA No. 17-0406.06 Expiration Date: May 1, 2022 Approval Date: May 4, 2017 E- 1 5 D4 WAIL ,i A, I PRODUCT RENEWED as complying with the Florida Building Code NOA-No. 17-0406.06 Expiration te05/01/2022 B AIL /A Y Mlaml--Da a Product Control> Id Pi Vi7(//1Gi' RE t" wia t W_! IZ - WALL LENGTH Stud Spacing at 16" O.C. Nails at 16" O.C. (typ.) 3/8' Minimum Edge Distance Sheathing fastener, as described in Note 1 Panel fastener, as described in Note 2 I-lardiePanel, Cempanel, Prevail Panel Siding Water -resistive barrier per Florida Building Code Section 1404.2 518" thick / 5 ply APA rated plywood sheathing fastened in accordance with Florida Building Code Section 2322.3 2" X 4" S-P-F Wood Studs The wall and soffit frames are to be designed by the Architect or Engineer of Record in compliance with the Florida Building Code. SEE DETAIL A 6/8" thick / 6 ply.APA rated plywood sheathing in accordance with Florlds Build'ng Code Section 23223 Water -resistive barrier per Florida Building Code Section 1404.2 2' X 4" S-P-F Wood Studs m%,)uCT- P-UCMPTI_ON1 HardiePanel®, &&panel®, & Prevail® Panel Siding materials are nonasbestos fiber-Lement products tested in accordance with ASTM - C1186 Grade II, Type A and meeting the requirements of the Florida Building Code. EANEL R MENS01OJdS Width Length Thickness 4' 8.9,10, 5/16" DESIGN PRESSURE RA?WG Installation Design Pressure Wood Studs -76 psf t1t ttardicPanel, Impact Resistant- E f10 1 B_B Cempanel, Planks installed over 5/8" thick 15 ply Preval Panel APA rated plywood sheathing Siding fiA,fZD1 N.4,.C>=M NL PRL-VALL PANEL SIDJNG INSTALL A110 1 QETAIL All installation shell be done in conformance with this Notice of Acceptance, the manufaoturec's installation recommendations, and the applicable sections of the Florida Building Code. Wood studs where HardiePanel, Cempanel, Prevail Panel Siding will be installed shall be designed by an Engineer or Architect per the Florida Building Code and the requirements of this N.O A Note 1] 518" thick] 5 ply APA rated plywood sheathing shall be attached to the studs In accordance with Florida Building Code Section 2322.3. The siding panels shall be installed over 5/8" thick / 5 ply APA rated plywood sheathing supporter by a minimum of 21' 0" S-P-F wood shads spaced a maximum of 16" O.C. LNote 2] The siding panel fastener shall be a 2" long, 0.223" head diameter, 0.0g2" shankdiameter, corrosion resistant siding nail; the fasteners shall be spaced at 6" o.C. at panel edges and intermediate studs; the fasteners shall be driven through the 5/8" thick 15 ply APA rated plywood sheathing into wood studs located at 16" O.C. Fasteners shall have a minimum edge distance of 3/8" and a minimum clearance of 2" from comers. HARDIEPANEL, CEMPANEL, PREVAIL PANEL INSTALLATION DETAILS WOOD STUD CONSTRUCTION James Hardie Building Products, Inc. 10901 Elm Avenue Fontana, CA 92337 Phone: 909-356-6300 SIZET rscM No av4c NO aFr Fax A PNI PLKSOFF 1 Creator: E. Gonzales is i/2" =1'-0" I Date: 4/24/2013 ISHEST 1 OF 12 Fastener Spacing per FloridaBuildingCodeSection2322.3 I'Rl9r7UCiQEVLS'FD - o a dli With tlle•Florida Bte W"a Cove Accepww No By Proddal I. I Fastener Spacing per Florida Building Code Section 2322.3 MODUCTREVISfiD' PRODUCT RENEWED Ieompbingwididriiorda as complying with the Florida Bmldmg Cods , BuildingCode Atcept —Noi//•G7 NOA-rNo. 17-0406.06 Expiration e05/01/2022 By = Proeut Ceotm4 By Miami- a duct Control EMIAING NOMINAL 2" X 4" S-P-F WOOD STUDS 16" O.C. FASTENED WITH 3-1/2' 16d COMMON NAILS (2 PER TOP AND BOTTOM CONNECTION) THE WALL AND SOFFIT FRAMES ARE TO BE DESIGNED BY THE ARCHITECT OR ENGINEER OF RECORD IN COMPLIANCE WITH THE FLORIDA BUILDING CODE SHEATMG NOMINAL 518" THICK / 5 PLY APA RATED PLYWOOD SHEATHING FASTENED IN ACCORDANCE WITH FLORIDA BUILDNG CODE SECTION 2322.3 Ct,AADING THE PANEL IS FASTENED WITH 2" LONG, 0.223" HEAD DIAMETER, 0.092" SHANK DIAMETER, CORROSION RESISTANT SIDING NAILS, PLACE NAILS 6" O.C. AT PANEL EDGES AI4D INTERMEDIATE STUDS Cladding Framing - Sheathing FOR METAL AND WOOD STUDS, PROVISIONS FOR DIAPHRAGM ACTION AND GRAVITY LOAD ARE NOT PART Or TF 115 APPROVAL (MUST PROVIDE ALTERNATE PROVISIONS FOR THESE_ LOADS) HARDIEPANEL, CEMPANEL, PREVAIL PANEL INSTALLATION DETAILS WOOD STUD CONSTRUCTION James Hardie Building Products, Inc. 10901 Elm Avenue Fontana, CA 92337 one: 9093563300 SIZE FSW NO otVG No Fax 909-427-0634 A PNL-PLK-SOFF Creator: E. Gonzales sale 1 ° - T-0" • Dale: 4/24/2013 Sher 2 OF 12 WALL LENGTH Stud Spacing at 16" O.C. i•i i •i it with i i j t 6v f WALL. I i HEIGHT i 0yy I.i ii x1c Prate i I ; i •I r r B-4--J 3/8" Minimum Ec DETAIJ,f1 BE g wi:F IMW. 1•b -0 uohmd ANI 7.017 r i r PRODUCT RENEWED as complying with the Florida Building Code NOA-No. 17-0406.06 Explra' By Miemi- SEE DETAIL A 6/8".1hick / 5 ply APA rated j plywood sheathing fastened to metal studs as described in Note 1 No, iw . 1 STATE S/pNA r/rrrrlr 1 Imo- sl c_T1orLt Distance Nails at 6" O.C. (typ.) Water -resistive barrier per Florida Bullding Code Section 1404.2 20ga, 3-6/8" X 1-618" Metal Cstud HardlePanel, Cempanel, Prevail Panel Siding P 3f QDUCT DESCStIf-TIPN HardlePanel®, Cempanel®, & PI'evail® Panel Siding materials are nonesbestos fiber -cement products tested in . accordance with ASTM C1186 Grade II,' Type A and meeting the t'equirerrrents of the Florida Building Code. A—RKLM-F, VJQMN Width Lengtfi Thickness 4' 8,9,10' 5116" ZESIGN_P-R-E55URE RATJJJG Installation Design Pressure Mehl Studs -104 psf Impact Resistant - Panel installed over 5/8" thick / 5 ply APA rated plywood sheathing ig_I.DI ALIELyCEMPANELLPI3GVA,L PAMEI SIDING It-ysJM` A 0 1 DETAILS All installation shall be done in conformance with this Notice of Acceptance, the manufacturer's installation recommendations, and the applicable sections of the Florida Bullding Code. Metal studs where Hardie panel, Cem panel, Prevail Panel Siding will be Installed shall be Sheathing fastener, as designed by an Engineer or Architect per the Florida Building Code and the requirements of this described in Note 1. N.O.A. Note 1] 5/8" thick / 5 ply APA rated plywood sheathing shall be attached to metal studs at Woo Panel fastener, as described In at panel edges and all intermediate supports using a No.8-18, 0.315" head diameter 1-1/4' long Note 2 bugle head screw The siding panels shall be installed over 5/8" ihlck / 5 ply APA rated plywood sheathing supported by a minimum 20ga, Nominal 3.5/8" X 1-5/8" Metal C-studs spaced a ma)dmum of 16" O.C. HardiePanel® Siding Note 2] The slding panel fastener shall be a minimum No. 8-18, 0.315" head diameter X 1-5/8" long' ribbed bugle head screw (`or screw shall have at least 3 full threads penetrating metalIfrarning); the fasteners shall be spaced at 6" O.C. at panel edges and Intermediate studs; ther fasteners shall be driven through the 5/8" thick 15 ply APA rated plywood sheathing into metal Water -resistive barrier per studs located at 16" O.C. Florlda Building Code Section Fasteners shall have a minirnum edge distance of 3/8" and a minimum clearance of 2" from 1404.2 corners. 518" thick / 5 ply APA rated plywood sheathing fastened to metal studs as described in Note 1. ton D eO5/01/2022 209a, 3-5/8" X 1-5/8" Metal C-stud The wall and soffit frames are to be designed a e Product Control by the Architect or Engineer of Record In compliance with the Florida Building Code. HARDiEPANEL, CEMPANEL, PREVAIL PANEL A 4' INSTALLATION DETAILS METAL STUD CONSTRUCTION James Hardie Building Products, Inc. 10901 Elm Avenue Fontana, CA 92337 hone:909.356-6300 srzr; Fscnnuo DWG NO REV Fax 909-427-0634 A PNL-PLK-SOFF 1 Creator. E. Gonzales soAu: 1/2"01'-0" Date: Am4f,>013 sHr:E' 3OF 12 6.00in. I I I - I I II PRODUCT RENEWED \ as complying with the Florida Building Code NOA-No. 17-0406.06 T Expiration te05/01/2022 6.00in. Ely Nliaml a Product Control PRODUCTREVL%M a m *yiag wtih the iUbDn 1l+tildh+g CO& A«rsol NG 13 Minmi edc Product Centrot I•' T6.00in. I I I I II p}tODl1CT }tLVlSFD o c l{YY'n6 Frith dk Fkw.Wk L-wi, ing CO& 140 rs Z2.0 Urge o rRAm-MNOMINAL 20 GAUGE 3-5/0' X 1-5/8" STEEL STUDS 16" O.C. FASTENED WITH 5/8' WAFER HEAD SCREWS (2 PER TOP AND BOTTOM CONNECTION) THE WALL AND SOFFIT FRAMES ARE TO BE DESIGNCb BY THE ARCHITECT OR ENGINEER OF RECORD IN COMPLIANCE WITH THE FLORIDA BUILDING CODE SFLEAnj]NG NOMINAL 518" THICK / 5 PLY APA RATED PLYWOOD SHEATHING TO METAL STUDS AT 6" OC AT PANEL EDGES AND ALL INTERMEDIATE SUPPORTS USING A NO.8-18, 0.315" HEAD DIAMETER 1-1/4" LONG BUGLE HEAD SCREW CLADDING THE PANEL IS FASTENED WITH NO.8-18, 0.3i5" HEAD DIAMETER X 1-5/8" LONG CORROSION RESISTANT RIBBED BUGLE HEAD SCREWS (SCREW SHALL HAVE AT LEAST 3 FULL THREADS PENETRATING THE METAL FRAMING), PLACE SCREWS 6" O.C. AT PANEL EDGES AND INTERMEDIATE STUDS 6, 001n. Cladding Framing Sheathing I' I• I I i, ll OGA I • I ,,,,` SF I 121 \. STATE OF 0 IF SIONA FOR METAL AND WOOD STUDS, PROVISIONS FOR DIAPHRAGM ACTION AND TY AD NOT AR F THIS APPROVAL (MUST PROVIDE ALTERNATE PROVISIONS FORHI ES LOAD )RE O HARDIEPANEL, CEMPANEL, PREVAIL PANEL INSTALLATION DETAILS METAL STUD CONSTRUCTION James Hardie Building Products, Inc. 10901 Elm Avenue C Fontana, CA 92337 8¢E FSGM NO DWO NO hone: 91) 9-356-6300 PNL-PLK-50FF Fax 909- 427-0634 A Creator: E. Gonzales SOALE 1" a 1'-0" Date: 4124/2013 SHEET 4 OF 12 1 l WALL HEIGH' FETAL L A a yir{t wir6' OFilorids No 15I?2.0 th LENGT Sheathing fastener, as described in Note 1 Siding fastener, as described in Note 2 1 HardiePlank, Cemplank, Prevail Lap Siding Water - resistive barrier per Florida Building j Code Section 1404.2 518" thick 15 ply APA rated plywood sheathing fastened PRODUCT RENEWED ` In accordance with Florida as complying with the Florida Building Code Section Building Code 2322.3 NOA— No. 17-0406.06 Expiration te05/01/2022 2"X 4" S-P-F Wood Studs The wall and soffit frames are to be designed By by the Architect or Engineer of Record in Miami I5 a Product Control compliance with the Florida Building Code. gQ PR•QQUC DESC13{P QU 1 DETAIL A HardiePlank®. CemplankO, & PrevallO Plank Lap Siding materials 15 APA ere nonasbestos fiber -cement : - 5/811 thick ply rated plywood products tested in accordance with A ASTMC1186Gradeit, Type and sheathing meeting the requirements of the- accordancewithFloridaBuildingCode. Florida Building Code FloridBsection 2322.3 ANE_DJPNF;.NSIONS Water - resistive Width Length Thickness barrierperFiorida 59-1/2' 12' 5/16" Building Code Section 14042 Q IQN pR.ESSUR.F_RATkNQ 2" X4"s-P•F Installation Design Pregsure Wood Studs Wood Studs -92 psf Lap Siding Impact Resistant — Planks Installed over 5/8" thick 15 ply 1. 114' jail X 5/16" APA rated plywood sheathing thick slarl& strip HARDIr: pl 4NK,CEMPL/INK,PRE_MA_ I1,_LA SID)NOJNSTALLATION-13-RTJIIJ 1$ AllinstallationshallbedoneinconformancewiththisNoticeofAcceptance, the manufacturer's Installationrecommendations, and the applicable sections of the Florida Building Code. WoodstudswhereHardiePlank, Cemplank, Prevail Lap Siding will be installed shall he designed by an Engineer or Architect per the Florida Building Code and the requirements of this N.O.A. Note 11518" thick 15 ply APA rated plywood sheathing shall be attached to the studs in accordance with Florida Building Code Section 2322.3. Planks shallbeappliedhorizontallycommencingfromthe bottom course of the wall with 1-1/4" wide laps at the top of the plank such that the exposure area of each plank is 5 8-1/4" vertically. Note 2] The siding fastener shall be a 2-1/2' long, 0.223" head diameter, 0.092" shank diameter, corrosion -resistant siding nail; The siding is fastened s 8-114" O.C. vertically an 16' C. horizontally; i ofHersfastenersaredrivenintowoodstudsthrough5/8" thick / 5 ply APA rated plywoodsheathing, are placedIntheoverlappingareaapproximately3/4' from the bottom edge of the overlapping plank. Vertical Joints shall be placed over studs. The planksshallbeinstalledover5/8" thick / 5 ply APA rated plywood sheathing supported by a minimum of 2"X4" S-P-F wood studs spaced a maximum Of 16" O.C_ Fasteners shall have a minimum edge distance of 3/8". Creator. E. Gonzales SCALE HARDiEPLANK, CEMPLANK, PREVAIL LAP SIDING INSTALLATION DETAILS WOOD STUD CONSTRUCTION James Hardie Building Products, Inc. 10901 Elm Avenue Fontana, CA 92337 NO 1 / 2" = V-0' ovz NO I REV PNL- PLK- SOFF 1 Date:4/ 2412013 ISMEET 5 OP 12 Fastener Spacing per Florida Building Code Section 2322.3 Fastener Sparing per Florida PRODUCT RENEWED Building Code Section 2322.3 as complying with the Florida Building Code NOA-No. 17-0406.06.,______,___,__, 0.75in T T Expiration D e05101/2022 By Miami- a Product Control PRODUCT REViSM as amnPlY4 with do Flrai& Arrrpbr do EMMMING NOMINAL 2" X 4" S-P-F WOOD STUDS 16" O.C. FASTENED WITH 3-112' 16d COMMON NAILS (2 PER TOP AND BOTTOM CONNECTION) THE WALL AND SOFFIT FRAMES ARE TO BE DESIGNED BY THE ARCHITECT OR ENGINEER OF RECORD IN COMPLIANCE WITH THE FLORIDA BUILDING CODE SHE4THIN0 NOMINAL 5/8" THICK / 5 PLY APA RATED PLYWOOD SHEATHING FASTENED IN ACCORDANCE WITH FLORIDA BUILDING CODE SECTION 2322.3 PLANKS.OVERLAP 1-1/4" THE EXPOSURE IS 58-1/4" THE PLANKS ARE FACE NAILED WITH 2-1/2' LONG, 0.223" HEAD DIAMETER, 0.092" SHANK DIAMETER, CORROSION. RESISTANT SIDING NAILS, -PLACED 3/4' UP FROM THE BOTTOM CDGE OF THE PLANK AT EACH STUD LOCATION in. OC—{ , Cladding Framing Sheathing I tti _ - tt CRoDUCr REVISED ampf with tine F1tRkh `S N121`. 0. Aoctrpttttge trio IS 7\ STATE OF ' rt N60i .de v,aa.., ( sd ? 0.t F,S'S..........t NAL E , Trill FOR METAL AND WOOD STUDS, PROVISIONS FOR DIAPHRAGM ACTION AND i/I"Y LOAD ARE NOT PART OF THIS APPROVAL (MUST PROVIDE ALTERNATE PROVISIONS FOR THESE LOADS) HARDIEPLANK, CEMPLANK, PREVAIL LAP SIDING INSTALLATION DETAILS WOOD STUD CONSTRUCTION James Hardie Bullding Products, Inc. 10901 Elm Avenue Fontana, CA 92337 hone: 909-356-6300 gze FWM No pV.G NO REV Fax 909-427-0634 A PNL-PLK-SOFF 1 Creator: E. Gonzales SCALE 1" = V-0" Dale: 4/24/2013 SHEET 60512 Stud Spacing at 16" O.C. WALL LENGTH i r - I. I j. an 000{p4yv wnh eLo 3oe:4e j j tt I' 1. \ iu U • %/ HALL El HT i M. j i 0KPii,*-M Dian BY tda Prockrict Coe el i I , I. .I j 1 F , BF- r-`SIt7A;At 6 Git tIs 3/4" Minimum Edge Distance Nails at 16" O.C. (typ,) SEE PR_Q=0T DESC IMTIPN ETAIL A HardiePlankO, Cemplank®, and 518" thick / 5 ply APA Prevaill!i Plank Lap Siding materials rated plywood are nonasbestos fiber -cement sheathing fastened • products tested In accordance with ASTM C1186 Grade II, Type-A'and to meta! studs as meeting the requirements of the - described In Note 1 Florida Building Code. Water resistive barrier per Florida PL,ANKDL14"t 0 Si Building Code Width Length Thickness Section 1404.2 5 9-1/2" 12' 5/16" ZOga, 3S18" X 1-5/8' DESIGN PR.[SSURE RAD119 Gstud Installation Design PressureMetal HardiePlank, Metal Studs -92 psf Cemplank, Prevail Lap Siding Impact Resistant - CJ10 3 1-1/4' tall X 5/16" Planks Installed over 518" thick / 5 ply thick starter strip APA rated plywood sheathing LET—& A HA-tZDIEPL ANKCEMPLANK RE-AILS All installation shall be done in conformance with this Notice of Acceptance, the manufacturer's Installation Sheathing fastener, as recommendations, and the applicable sections of the Florida Building Code. described in Note 1 Metal studs where HardiePlank, Cemplank, Prevail Lap Siding will be installed shall be designed by an 1.RvbvcriL,visED Engineer or Architect per the Florida Building Code and the requirements of this N.O.A. q' lying ith the Florida ` Note 115/8" thick / 5 ply APA rated plywood sheathing shall be attached to metal studs at (Y"oo at panel i eoep ar e S- / Siding fastener, as edges and all intermediate supports using a No.8-18, 0.315" head diameter x 1-114" long bugle head screw Planks shall be applied horizontally commencing from the bottom course of the wall with 1-1hr wide laps atrdescribedinNote2 f the top of the plank such that the exposure area of each plank Is 5 8-1/4" vertically. I INote 2) The siding fastener shall be a minimum No. 8-18, 0.315" head diameter X 2-1/4" long" bugle head j Mlnri Crrtrai HardiePlank, screw over metal studs ('or screw shall have at least 3 full threads penetrating metal framing); The siding Is 1 fastened s 8-1/4" O.C. vertically and 16" O.C. horizontally; fasteners are driven Into metal studs through 5/8" Cemplank, thick 15 ply APA rated plywood sheathing,'fasteners are placed in the overtopping area approximately 3/4" Prevail Lap Siding from the bottom edge of the overlapping plank. vertical joints shall be placed over studs. Water -resistive The planks shall be Installed over 5/8"thick /5 ply APA rated plywood sheathing supported by a minimum 20ga, Nominal 3-5/8" X 1-5/8" Metal Cstuds spaced a maximum of 16" O.C. barrier per Florida Fasteners shall have a minimum edge distance of 3/8 . Building Code section 1404.2 HARDIEPLANK, CF.MPLANK, PREVAIL LAP SIDING 5/8" thick / 5 ply APA rated INSTALLATION DETAILS METAL STUD CONSTRUCTION PRODUCT RENEWED plywood sheathing fastened to James Hardie Building Products, Inc. as complying with the Florida metal studs as described in. 10901 Elm Avenue Building Code NOA-No. 17-0406.06 Note 1 o Fontana, CA 92337 Expiration 05/01/2022 209a, 3-5/8"X 1-518" Metal C-stud Phone: 909-356-6300 SIZE FscMNO omNO Rev The wall and soffit frames are to be designed Fax 909-427-0634 A PNL-PLK SOFP i By by the Architect or Engineer of Record In Miami -"do; Product Control compliance with the Florida Building Code. I Creator: E. Gonzales sr l a 1/2" p 1'-0" Date: 4/24/2013 sHEU 7 OF 12 6.00in. - 6.00in. PRODUCT RENEWED as complying with the Florida Building Code NOA-No. 17-0406.06 0.751n Expiration D te05/01/2022 By Miami-aMiami-lf246 Product Control I I 6. 00in.00 m comrAyi1q; trill] d.e Floridm \ T Dy . u 58. 25in. FR/ MI t4G NOMINAL 20 GAUGE 3-5/8" X 1-5/8" STEEL STUDS 16" O. C. FASTENED WITH 518" LONG RIBBED BUGLE HEAD SCREWS ( 2 PER TOP AND BOTTOM CONNECTION) THE WALL AND SOFFIT FRAMES ARE TO BE DESIGNED BY THE ARCHITECT OR ENGINEER OF RECORD IN COMPLIANCE WITH THE FLORIDA BUILDING CODE ShIE11jl IjH NOMINAL 5/8" THICK / 5 PLY APA RATED PLYWOOD SHEATHING TO METAL STUDS AT 6" OC AT -PANEL EDGES AND ALL INTERMEDIATE SUPPORTS U8114G A NO. 8-18, 0.315" HEAD DIAMETER X 1-1/4' LONG BUGLE: HEAD SCREW CLA• DDIIVG PLANKS OVERLAP 1-1/4' THE EXPOSURE IS!; 8-1/4" THE PLANKS ARE FASTENED WITH NO. 8-18, 0.315" HEAD DIAMETER X 2-1/4' TANG CORROSION - RESISTANT RIBBED BUGLE HEAD SCREWS (SCREW SHALT- HAVE AT LEAST 3 FULL THREADS PENETRATING THE METAL FRAMING), PLACED 3/4" UP FROM THE BOTTOM EDGE OF THE PLANK AT EACH STUn LOCATION In. OC---.] / Cladding Framing 1 J Sheathing It. nrAr,.4_ 0. 12, o = STATE OF 0 R SOP •' 11 Fs 0"AL FOR METAL AND WOOD STUDS, PROVISIONS FOR DIAPHRAGM ACTION AND GRAVITY LOAD ARE NOT PART OF THIS APPROVAL (MUST PROVIDE ALTERNATE PROVISIONS FOR THESE LOADS) I 4 HARDIEPLANK, CEMPLANK, PREVAIL LAP SIDING INSTALLATION DETAILS METAL STUD CONSTRUCTION i James Hardie Bullding Products,.inc. 10901 Elm Avenue Fontana, CA 92337 Nione: 909-358-6300 Sim -scmNo DwGNO REV Fau 909- 427-0634 A PNL-PLK-SOFF 1 Creator: E. Gonzales SCALE 1" c T-0" Date: 4/24/2013 sneer 6 OF 12 WALL LENGTH Stud Spacing at 16" O.C. e4--- -- L-.l I I i I I i• WALL HEIGHT A I i•1 47. 0 318" Minimum DEZAII A Y PRODUCT RENEWED as complying with the Florida 1 Building Code r Non -No. 17-0406.06 Expiration lu eO5101/2022 B r Y Mlaml- a e roduct Control SEE P f ODUC1`DSCRIR 10 1 DETAIL A HardieSoffitO & CemsoffitO materials are nonasbestos fiber -cement products tested in accordance with AS m C1186 Grade 11, Type A l - . and meeting the requirements of the Florlda Building Code. SOFrITJ)IMENSION4 wood studs Width Length Thickness 4' a 1 /4' DE5al1Q_PIZRSSUR-E RATIN HardieSoffit, Installation Design Pressure Cemsofrit Wood Studs -70 psf j 6d I_ S JION B_R r— PROD=REV SMNailsat4" O.C. (typ.)PuprA}Cr REVISED , °Otlj017;W3 with Aie FlbtlQ. Distance to «xgptying with The F1oridw IItril ' Code No AmrrU D! " ft NoAOMPUPPARf3-0 0 1 i"'C Dote ray Ay t Pmdtx7 Mi 4Product Coneni Soffit fastener, as described in Note 1 HardleSoffil, Cemsoffit i Minimum 2" X 4" S-P-F Wood Studs The wall and soffit frames are to be designed by the Architect or Engineer of Record In compliance with the Florida Building Code. r Ott' _. oGAWq `•- No. 4 21 STATE OF S810 N A\- HARD ARDO] M0EEIT—PA EL_[NSTALLAJ)ON DEJAISFI All Installation shall be done In conformance with this Notice of Acceptance, the manufacturer's Installation recommendations, and the applicable sections of the Florida Building Code. Wood studs where HardieSoffit, Cemsoffit will be installed shall be designed by an Engineer or Architect per the Florida Building Code and the requirements of this N.O.A. The soffit shall be installed over minimum 2'7C4" S-P-F wood studs spaced a maximum of 16" O.C. Note 1] The soffit fastener shall be a 2" long, 0.223" head diameter, 0.092" shank diameter, corrosion resistant siding nail; the fasteners shall be spaced at 4" O.C. at panel edges and intermediate studs; the fasteners shall be driven into wood studs located at 16" O' C. Fasteners shall have a minimum edge distance of 3/8" and a minimum clearance of 2" from comers. Creator: E. Gonzales HARDIESOFFIT, CEMSOFFIT PANEL INSTALLATION DETAILS WOOD STUD CONSTRUCTION James Hardie Building Products, Inc. 10001 EIm Avenue Fontana, CA 92337 SIZE FSCM NO A ALE 1/ 2" = 1'-0" bM NO REV PNL-PLK- SOFF 1 Date: 4124/ 2013 SHEET 9 OF 12 4.00in. Cladding Framing' PRODUCT RENEWED as complying with the Florida Building Code NOA-No. 17-0406.06 Expiration Da 0510112022 By 4.00if1. Mia-mi-060 Product Control PR&UeCUEVISED PRODUCrREViSFD , I I \ DGAWA e croplyiN wit une ilor;da as oomoy* vitb des ¢ , Ddiding Co6e - CJinlding Code Ameptaw No -0 2 1 Acocptmxu No 'a da (,Q7 D01 kMDea. or7 NO. 121 Sr iNieroi f*n M Cnagro! Mvm' U-f3c ProDuct Control STATE OF SSIONAA-it b( FRJAMLNG NOMINAL 2" X 4" S-P-F WOOD STUDS 16" O.C. FASTENED WITH 3-1/2" 16d COMMON NAILS (2 PER TOP AND BOTTOM FOR METAL AND WOOD STUDS, PROVISIONS FOR DIAPHRAGM ACTION AND GRAVITY LOAD ARE CONNECTION) - NOT PART OF THIS APPROVAL (MUST PROVIDE ALTERNATE PROVISIONS FOR THESE LOADS) THE WALL AND SOFFIT FRAMES ARE TO BE DESIGNED BY THE ARCHITECT OR ENGINEER OF RECORD IN COMPLIANCE WITH THE FLORIDA BUILDING CODE CIrADDING , THE SOFFIT IS FASTENED WITH 2' LONG, 0.223" HEAD HARDIESOFFIT, CEMSOFFIT PANEL DIAMETER, 0.092" SHANK DIAMETER, CORROSION INSTALLATION DETAILS WOOD STUD CONSTRUCTION RESISTANT SIDING NAILS, PLACE NAILS 4" O.C. AT PANEL (B EDGES AND INTERMEDIATE STUDS James Hardie Building Products, Inc. o _ 10901 Elm Avenue Fontana, CA 92337 Phone:909-356-6300 size FSCMNO DV&NO aev Fax 909-427-0634 A PNL-PLK•SOFF Creator. E. Gonzales SCALe V= i'-0' Date: 4/2412013 6HEE1 10 of 1z WALL HEIGI•Il WALL LENGTH Stud Spading at 16" O.C. 3/8" Minimum QETAIj-e SEE ODUCT I]E5—QR -71QW DETAIL A HardieSOMIO & Cemsoffit® materials are nonasbestos fiber -cement products tosted In acoordance with ASTM C1186 j Grade II, Type Aand meetihg tfie J requirements of the Florida 6ullding PRODUCT RENEWED ` Code. as complying with the Florida , Building Code 20ga, 3-5/8" X 1-518" SOFE1 DIME-M51QbL NOA-No. 17-0406.06 . Width Length Thicknessi. Metal C-stud Expiration Da 05/01/2022 i. HerdieSoffit, I BY 1. Genisoffit DESIGN Phi SSURE RgTI fG Miami-D d roduct Control Installation Design Pressure Metal Studs-55 3 will f°- SECTION 9-B PttOaUCt' ltEYlitiiD PRODUCT RL-viSEU ` `. ' ••.• Nails at 6' O.C. (typ.} +u cM*nQa with an EtiMWR _` b «itjo,it* withthe F%dda Budding credo N0. fge Distance Daudum Come A omtaoftNo 0,0NI.07 121 me STDTE OF By, d. P,etQwerol ' !r4ORIDP4 1 moo. t ry+ rang _ ' SS ONA ... I tttt tARp( 50FFIT CEMSOFFiT PANCL INSTAL A— l[QN DETAILS %. rrr All Installation shall be done in conformance with this Notice of Acceptan`&-,' YM6*acturer's Installation recommendations, and the applicable sections of the Florida building Code. Soffit fastener, as f Metal studs where HardleSoffit, Cemsoffit will be installed shall be designed by an Engineer or described in Note 1 Architect per the Florida 13ullding Code and the requirements of this N.O.k The soffit shall be installed over minimum 20ga, Nominal 3-518" X 1-5/8" Metal C-studs spaced a maximum of 16" O.C. Hardie3offit, Cemsoffit [Note 1] The soffit fastener shall be a minimum No. 8-18, 0.315' head diameter X 1-1/4' long' ribbed bugle head screw ("or screw shall have at least 3 full threads penetrating metal framing);the fasteners shall be spaced at 6" O.C. at panel edges and Intermediate studs; the fasteners shall be driven Into metal studs located at 16" O.C. Fasteners shall have a minimum edge distance of 3/8" and a minimum clearance of 2" from comers. HARDIESOFFIT, CEMSOFFIT PANELEllINSTALLATIONDETAILSMETALSTUDCONSTRUCTION F i 20ga, 3-5/6" 1-5/8" Metal C-stud j The wall and soffit frames are to be L designed by the Architect or Engineer of Record In compliance with the Florida Building Code•, Creator. E.-Gonzales James Hardie Building Products, Inc. 10901 Elm Avenue Fontana, CA 92337 SIZE PSCM NO OWO No A PNL-PLK-SOFF 12"aV-0" I Drate:4/24/2013 1SHE£T 11 OF 12 REV 6.00tn.— 16,001n. Cladding Framing 6.001n. . PRODUCTREVLSED PRODUCT RENEWED ' Meccoyirgtwilhftfw6ft putD)CTREVOM as complying with the Florida 911111mingCC& gwitb*0f1Mi + Building Code Apogrtanoe Pbwznad(,ode NOA-No. 17-0406.06 Aam °-N° 5 1 G t lll f/,/ ' Expiration OS/01/2022 Pr + 1°t P By Miami ProdudComrol Miami-D df Product Control 1 y M CC fON NOMINAL 20 GAUGE 3-5/8" X 1•5/8" STEEL STUDS 16" O.C. FASTENED WITH 5/8" WATER HEAD SCREWS ('I -PER TOP FOR METAL AND WOOD STUDS, PROVISIONS FOR DIAPHRAGM ACTION AND GRAVITY LOAD ARE AND BOTTOM CONNECTION) - NOT PART OF THIS APPROVAL (MUST PROVIDE ALTERNATE PROVISIONS FOR THESE LOADS) THE WALL AND SOFFIT FRAMES ARE TO BE DESIGNED BY THE ARCHITECT OR EOGINEER OF RECORD IN COMPLIANCE WITH THE FLORIDA BUILDING CODE Cj-ADDING HARDIESOFFIT, CEMSOFFIT PANEL THE SOFFIT IS FASTENED WITH NO.8-18, 0.315" HEAD INSTALLATION DETAILS METAL STUD CONSTRUCTION DIAMETERX 1-1/4' LONG CORROSION RESISTANT RIBBED BUGLE HEAD SCREWS (SCREW SHALL HAVE AT LEAST 3 James Hardie Building Products, Inc. FULL THREADS PENETRATING THE METAL FRAMING), PLACE 10961 Elm Avenue SCREWS 6" O.C. AT PANEL EDGES AND INTERMEDIATE m STUDS Fontana, CA 92337 Phone: 909-356-6300 SIz6 FSCM NO DV4 ND REV Fax 909-427-0634 A PNL-PLK-SOFF 1 Creator: E. Gonzales SCALE 1" = i'-0" Date: 4/242013 sliEEr 12 05 12 PROJECT RIO-2689-17 ENGINEERING EVALUATION REPORT FOR ATTACHING JAMES HARDIE& BRAND FIBER -CEMENT PANELS TO WOOD FURRING SOLUTIONS JAMES HARDIE BUILDING PRODUCTS, INC. 10901 ELM AVENUE FONTANA, CA 92337 TABLE OF CONTENTS PAGE COVER PAGE 1 EVALUATION SUBJECT 2 EVALUATION SCOPE 2 EVALUATION PURPOSE 2 REFERENCE REPORTS 2 TEST RESULTS 2 TABLE 1A, RESULTS OF TRANSVERSE LOAD TESTING 2 TABLE 1 B, ANALYSIS OF ALLOWABLE LOAD FOR #8 SCREW AT-10" O.C. 2 JUSTIFICATION OF USING THE RESULTS ON LIGHT GAUGE STEEL FRAMING 2 DESIGN WIND LOAD PROCEDURES 3 TABLE 2, COEFFICIENTS AND CONSTANTS USED IN DETERMINING V AND p 4 TABLE 3, ALLOWABLE STRESS DESIGN C&C PRESSURES EXPOSURE B 4 TABLE 4, ALLOWABLE STRESS DESIGN C&C PRESSURES EXPOSURE C 4 TABLE 5, ALLOWABLE STRESS DESIGN C&C PRESSURES EXPOSURE D 4 TABLE 6, ALLOWABLE WIND SPEED (MPH) FOR HARDIEPANEL SIDING 5-6 AS PRODUCT EVALUATOR, THE UNDERSIGNED CERTIFIES THAT THE LISTED PRODUCTS ARE IN COMPLIANCE WITH THE REQUIREMENTS OF THE ASCE 7-10, THE 2017 FLORIDA BUILDING CODE, AND THE 2015 INTERNATIONAL BUILDING CODE. PREPARED BY: RONALD I. OGAWA & ASSOCIATES, INC 16835 ALGONQUIN STREET #443 HUNTINGTON BEACH, CA 92649 714-292-2602 714-847-4595 FAX RONALD I. OGAWA ASSOCIATES, INC. 16835 ALGONQUIN STREET #443 HUNTINGTON BEACH, CA 92649 T) 714-292-2602; (F) 714-847-4595 PROJECT: RIO-2689-17 EVALUATION'SUBJECT HardiePanelO Siding James Hardie Product Trade Names covered In this evaluation: HardtePanelO Siding, Cempanel® Siding, Prevail" Panel Siding EVALUATION SCOPE: ASCE 7-10 2017 Florida Building Code 2015 International Building Code 2015 International Residential Code EVALUATION PURPOSE: JAMES HARDIE BUILDING PRODUCTS, INC. 1-888-542-7343 info@jameshardie.com This analysis Is to determine the maximum design 3-second gust wind speed to be resisted by an assembly of HardiePenei (Cempenel, Prevail Panel) siding fastened to wood fumngs on ether wood or metal framing with nails or screws. REFERENCE REPORTS: 1. Intenek Report 102024363COO-001A, Transverse load test on HardiePenel. TEST RESULTS: Table U. Results of Transverse Load Testing Frame Fastener Ultimate Allowable Test Thickness Width Spacing Spacing Fastener Type Load Design Load' Report Number Agen in. tn.) Frame Type' in.) in.) and Dimensions PSF) PSF) Failure Mode 102024363COO-001A Intenek 0.3125 48 2X4 wood stud, 3/4' thick by 16 6 No. 8 X 1.25' long X 0.323' HD 160.7 53 6 pug through Rrocture3.5' wide SPF furring ribbed bugle head screws 102024363COO-001A Intenek 0.3125 qg 2X4 wood stud. 314' thick by 16 16 8 No. 8 X 1.25' long X 0.323' HD 131.4 3.8 pull through35' wide SPF furring bugle head screws 102024363COO-001A Intenek 0.3125 48 2X4 wood stud, 3/4' tuck by 1616 12 No. 8 X 1.25' long X 0.323' HD t Ofi.1 35 4 pull through3.5' wide SPF furring bugle head screws 102024363COO-001A Intenek 0.3125 qg 2X4 wood stud, 3l4' thick by 1616 6 0.090' shank X 0.215' HD x 1.5' 747.6 9.2 pull through Rracture3.5' wide SPF furring ring shank nail 102024363COO-001A Intenek 0.3125 48 2X4 wood stud. 3l4' thick by 24 8 No. 8 X 1.25' long X 0 323' HD 152 7 27 6 pull through Rracture3.5' wide SPF furring ribbed bugle head screws 1. All fasteners were installed on furring without penetration into the franung members. 2. Allowable load is detenruned from ultimate load divided by a factor of safety of 3. 3 HardiePanei Siding complies with ASTM C1186, Standard Specification for Grade 11, Type A Non-asbesros Fiber -Cement Flat Sheets Table tb. Analysis of Allowable Load for R8 Screw at 10' O.C. 98 Screw Soaring Fastener Spacing (in.) 8 12 10 Frame spawn m.) 16 16 16 Fastener Tributary area(ft' 0.89 1.33 1.11 Allowable load p 43.8 35.4 38.8 Individual fastener load (lb 1 38.9 47.7 43.1 The fastener load for #8 screw at 10" O.C. was calculated as the average of the test results for 8" and 12" O.C. The allowable load for #8 screw at the spacing of 10' O C into furring can be calculated by interpolating the results of same fastener at 8" and 12" O C , since both tests had same failure mode of fastener pull through tram the panels. As shown in the table, the allowable load for 48 screws installed at 10" O.C. to wood furring is 38.8 psf Justification of Using the Results on Light Gauge Steel Framing In the subject configurations, all fasteners were attached to furring only, so whether the furring is attached to wood or steel framing does not effect panels' transverse load capacity It's the project engineer's responsibility to ensure the furring attachment and framing memebers to have sufficient load capacities RONALD I. OGAWA ASSOCIATES, INC. 16835 ALGONQUIN STREET #443 HUNTINGTON BEACH, CA 92649 T)714-292-2602;(F)714-847-4595 PROJECT, RIO-2689-17 JAMES HARDIE BUILDING PRODUCTS, INC. 1-888-542-7343 info@jameshardie.com DESIGN WIND LOAD'PROCEDURES: Fiber -cement siding transverse load capacity (wand load capacity) is detemined vie compliance testing to transverse load national test standards. Via the transverse load testing an allowable design load is determined based on a factor or safety of 3 applied to the ultimate test load Equation 1, q6=0.00255-K,'KD-K,'Vr (ref. ASCE 7-70 equation 30 3-1) velocity pressure at height z K, , velocity pressure exposure coefficient evaluated at height z Kit , topographic factor Equation 2, K, , wind dxrectionallty factor V , basic wind speed (3-second gust MPH) as determined from 2015 IBC Figures 1609.3(1), (2). or (3); ASCE 7-10 Figures 26.5.1A, B, or C V=V„ (ref. 2015 IBC Section 1602.1 definitions) V. , ultimate design wind speeds (3-second gust MPH) determined from 2015 IBC Figures 1609.3(1), (2). or (3); ASCE 7-10 Figures 26 5-1A, 8, or C Equation 3, p=q,'(GC -GC,j (W. ASCE 7-10 equation 30.6-1) GC, , product of external pressure coefficient and gust -effect factor GC, , product of internal pressure coefficient and gust -effect factor p , design pressure (PSF) for titling (allowable desgn load for siding) To determine design pressure, substitute q, into Equation 3, Equation 4, p=0.00256-K,'Ke-K.-V„L(GC,-GC,) Allowable Stress Design, ASCE 7-10 Section 2.4.1, load Combination 7 Equation 5, 0.6D - 0.6W (ref. ASCE 7-10 section 2 4. 1, load combination 7) D ,dead load W , wind load To determine the Allowable Stress Design Pressure, apply the load factor for (wind) from Equation 4 to p (design pressure) determined from equation 4 Equation 6, p„ = 0.61p] Equation 7, per, = 0.6'[0.00256'K,•K„'K.'Vo'-(GC.-GCw)] Equation 71s used to populate Table 3, 4, and 5. To determine the allowable ultimate basic wind speed for Hardie Siding in Table 6, solve Equation 7 for V., Equation 8, Vu =(p_I0.6.0.00256•K,•K,•K.•(G(:,-GC„))" Applicable to methods specified in Exceptions 1 through 3 of 2015 IBC Section 1609 1 1, to determine the allowable nominal design wind speed (Vast) for Hankie Siding in Table 6, apply the conversion formula below,' Equation 9, ' 'V„ = V. (0.6f' - (ref. 2015 IBC Section 1609.3.1) V. , Nominal design wind speed (3-second gust mph) (ref. 2015 IBC Section 1602 1) ffIII//lift//ice-Fi pGAWA FLO 3 RONALD I. OGAWA ASSOCIATES. INC. 16835 ALGONQUIN STREET #443 HUNTINGTON BEACH, CA 92649 T) 714-292-2602; (F) 714-847-4595 PROJECT: RIO-2689-17 JAMES HARDIE BUILDING PRODUCTS, INC. 1-888-542-7343 info@jameshardie.com Table 2. Coefficients and Constants used in Determining V and p, Ki W.0 Zone 5 Height (n) Exp B Exp C Exp D K K, GC GC 0.15 0.7 0.85 1.03 hs60 1 0.85 1.4 0.18 20 0.7 0.9 108 1 0.55 1.4 018 25 0.7 0.94 1.12 1 0.85 1.4 0.18 30 0.7 0.98 1.16 1 0.85 1.4 0.18 35 0.73 1.01 1.19 1 0.85 14 0.18 40 076 1.04 1.22 1 0.85 1.4 0.18 45 0.785 1.065 1.245 1 1 0.85 1.4 0.18 50 0.81 1.09 1.27 1 0.85 1.4 018 55 0.83 t 11 1.29 1 085 1 4 0.18 60 O.BS 1.13 1.37 1 0.85 14 0.18 t00 0.99 126 1 1.43 1 h>60 1 1 0.85 1.0 0.18 Table 3, Allowable Stress Design - Component and Cladding (C&C) Pressures (PSF) to be Resisted at Various Wind Speeds - Wind Exposure Category B, no Speed (3-second gust) 100 105 110 115 120 130 140 150 160 170 180 190 200 210 Height (ft) B B B 8 B B B 8 B B B B B B 0.15 14.4 15.9 17.5 19.1 20.8 24.4 28.3 32.5 37.0 41.7 46.8 52.1 57.8 63.7 20 14.4 15.9 17.5 19.1 20.8 24.4 28.3 32.5 37.0 41.7 46.8 52.1 57.8 63.7 25 14.4 15.9 17.5 19.1 20.8 24.4 28.3 32.5 37.0 41.7 46.8 52.1 57.8 63.7 30 14.4 15.9 17.5 19.1 20.8 24.4 28.3 32.5 37.0 41.7 46.8 52.1 57.8 63.7 35 15.1 15.6 18.2 19.9 21.7 25.4 29.5 33.9 38.6 43.5 48.8 54.4 60.2 66.4 40 15.7 17.3 19.0 20.7 22.6 26.5 30.7 35.3 40.1 45.3 50.8 56 6 62.7 69.1 45 15.2 17.9 19.6 21.4 1 .23.3 27 4 31.7 35.4 41.5 46.8 5Z5 58.5 64.8 1 -71.4 50 16.7 18 4 202 22.1 24.1 282 37-7 37.6 42.8 48.3 54.1 60.3 66.8 73.7 55 17.1 18 9 207 226 24.7 28.9 33 6 38.5 13.8 49.5 55.5 61.8 38.5 75 5 60 1 19. 1 29.5 34.4 44.8 6.B 0 7 3 100 25 6 28.2 31.0 33.8 36.9 43.3 50.2 57.6 65.5 1 -74.0 82 9 92.4 102.4 1 -112.9 Table 4, Allowable Stress Design - Component and Cladding (C6C) Pressures (PSF) to be Resisted at Various Wind Speeds - Wind Exposure Category C, d Speed 3-secondgust) 100 105 110 115 120 130 140 150 160 170 180 190 200 210 Height (it) C C C C C C C C C C C C C C 0-15 17.5 19.3 21.2 23.2 25.2 29 6 34 a 39.5 44.9 50.7 56 8 63.3 70.1 77.3 20 18.6 20.5 22.5 24.6 26.7 31 4 36.4 41.8 47.5 53.7 60.2 670 74.3 81.9 25 19.4 21.4 23.5 256 27.9 32.8 380 43.6 49.6 56.0 32.8 70.0 77.6 85.5 30 20.2 22.3 24.5 26.7 29.1 34.2 39.6 45 5 51.8 58 4 65.5 73.0 80.9 89.2 35 20.8 23.0 25.2 27.6 30 0 35.2 40 8 46.9 53.3 60 2 67.5 75.2 83.3 91.9 40 21.5 23.7 26.0 28A 30.9 36.3 42.0 48 3 54.9 62.0 69.5 77 4 85.8 94.6 45 22.0 242 26.6 29.1 31.6 37.t 3.1 48.4 56.2 63.5 71.2 79.3 87.8 96.9 50 22.5 24.8 272 29.7 32.4 38.0 44.1 50.6 57.6 65 0 72.8 812 89.9 99.2 55 22.9 25.2 27.7 30.3 33.0 38.7 A. 1) 51.5 58.6 66.2 74.2 B2.7 91 6 101.0 60 23.3 25 25.2 3 8 33.5 39.4 45.7 2 4 9. bf 4 84.1 W. 102.8 100 32.6 35.9 39.4 43.1 46 9 55 0 63.8 73.3 83.4 94.1 105.5 117.6 130.3 143.6 Table 5, Allowable Stress Design - Component and Cladding (C&C) Pressures (PSF) to be Resisted at Various Wind Speeds - Wind Exposure Category D, 0 Sneed (3-secondgust) 100 105 110 115 120 130 140 750 160 170 180 190 200 210 Height (ft) D D D D D D D D D D D D D D 0-15 21.2 23.4 25.7 28.1 30 6 35.9 41 5 47.8 54 4 61.4 68.8 76.7 85.0 93.7 20 22.3. 24.6 27.0 29.5 32.1 37.7 43.7 501 57.0 64.4 72.2 80.4 89.1 98.2 25 23 1 25.5 28.0 30.6 33.3 39.0 45 3 52.0 59.1 66.8 74 9 83 4 92 4 101.9 30 23.9 26.4 29.0 31.6 34.5 40 4 46.9 53 8 61.3 69.2 77.5 86.4 95.7 105.5 35 24.5 27.1 29.7 32.5 35 3 41.5 48.1 55.2 62.8 70.9 79.5 88.6 98.2 108.3 40 25.2 27.7 30.5 33 3 36.2 42.5 49.3 56.6 64.4 72.7 61.5 90.9 100.7 111.0 45 25.7 28.3 31.1 34.0 37 0 43.4 S0.3 SI.8 65.7 74.2 83.2 92-7 102.7 113.3 50 26.2 28.9 31.7 34.8 37.7 44.3 51.3 58.9 67.1 75.7 61.9 94.6 104.6 115 5 55 26.6 29.3 32.2 35.2 38.3 45.0 52 2 59.9 68.1 76.9 86.2 96.1 106.4 117.4 6 2 . 29.8 2. f 3 . 38 4 3.0 Z0 2 6.1 B . 9 .6 10 1 119.2 100 37.0 40 8 44.7 48.9 53.2 32 5 72.5 83.2 94.6 106.8 119.8 133 4 147.9 163.0 Tables 3, 4, and 5 are based -on ASCE 7-10 and consistent with the 2015 IBC, 2015 IRC 4 Ph F.. cm I RONALD 1. OGAWA ASSOCIATES, INC. 16635 ALGONQUIN STREET #443 HUNTINGTON BEACH, CA 92649 T) 714-292-2602; (F) 714-847-4595 PROJECT' RIO-2689-17 JAMES HARDIE BUILDING PRODUCTS. INC. 1-888-542-7343 info@jameshardie.com Table 6, Allowable Wind Speed (mph) for HardiePanel Siding (Analytical Method in ASCE 7-10 Chapter 30 C&C Part 1 and Part 3)' Design Wind, Speed. Design Wind. Speed, V. Vr as 4.5 3-second gust mph) (3-3econd gust mph) Applicable to methods specified to 12015 IBC, 2017 FBC) Section 1609.1.1. ez determined by 12015 IBC, 2017 FBC) Figures 16011.3(1), (2), or 3). VNnd exoosure ratenory Applicable to methods specified in E cep0ons 1 through 3 of 12015 IBC. 2017 FBC) Section 1600.1.1. Coefficients Lead in Table 6 calculations for emosure rateoorvI Sidmo Product Minimum ThidcThicknessN4dth fin.) Fastener Type Fastener SpacingFrame in.) m.) Type Stud Spacing in.) Building Hdglit"' 00 B C D B C D Ag ble Design Load psf) Fv B E p C Exp D K, K GC. rC. HardiePanel® 1 5/16 48 No. 0X1.2. ll ong X HD ribbed bugle head sc3" 6" O.C. 323• into furring only 2X4 wood frraa go. steell framing. 3 thick by 3 S' wide wood tuning '•tA 16 0.15 193 175 159 149 135 123 53.6 0.70 0.8.5 1.03 hs60 1 0.85 14 0.16 20 193 170 155 149 132 120 53.6 070 0.90 1.09 1 0.85 14 0.18 25 193 166 152 149 129 118 53.6 0.70 0.94 1.12 1 0.85 1.4 0.15 30 193 163 150 149 126 116 53.6 0.70 0.96 1.16 1 0.85 14 0.1a 35 189 160 148 146 124 114 53.6 0.73 1.01 119 1 0.05 1.4 0.18 40 1135 156 146 143 122 113 63.6 0.76 1.D4 122 1 0.65 14 0.19 45 172 150 140 133 116 108 Sib 0.88 1.15 1.33 1 0.55 1.4 0.16 50 179 154 143 139 120 111 53.6 0.81 1.09 127 1 0.8.5 1.4 0.18 55 177 153 142 137 119 110 53 6 0.93 1.11 129 1 0.95 14 0.19 60 175 152 141 135 117 109 S36 0.85 1.13 1.31 1 0.65 14 DAB 100 145 128 120 112 99 93 53.6 0.99 125 143 h>60 1 O.eS t.e 0.16 HaMiePanel 5116 48 No. 8 X 125' long X 0.323' HD ribbed bugle head screws 8" O.0 into furring only 2X4 wood or 20 ga. steel framing. 3/4' third by 3.5' wide wood tuning 1.7A 16 0-15 174 158 144 135 122 ill 43 a 0.70 0.85 1.03 hs6O 1 0.85 1.4 018 20 174 154 140 135 119 1D9 3.a 0.70 0.90 1.09 1 0.85 1.4 0.18 25 174 150 138 135 116 107 43.8 0.70 0.94 1.12 1 0.115 1.4 0.18 30 174 147 135 135 114 105 43.6 0.70 0.98 lie 1 0.05 1.4 0.18 35 171 145 134 132 112 103 43.8 0.73 1.01 1.19 1 0.65 1.4 018 40 167 143 132 129 111 102 43.a 0.76 1.D4 122 1 0.85 14 0.18 4-fr 164 141 131 127 109 101 43.6 0.79 7.07 125 7 0.65 1.4 0.1e 50 162 140 129 125 tOB 100 43.8 0.61 1.09 127 1 055 1.4 0.18 55 160 138 128 124 107 99 43.8 0.63 1.11 129 1 0.95 1.4 0.16 60 158 137 127 122 1 D6 99 43.8 0.85 1.13 1.31 1 055 14 0 18 too 131 116 1D1 90 43.8 0.99 126 143 hN60 1 0.85 1.8 0.19 HardiePenel® 5l16 48 N0 8 X1No. long X 0.323' HD ribbed bugle head screws 10" O.C. Inlp tuning only 2X4 wood Or 20 w sleet framing, 3/4• thick by 3.5' wide wood furring '•tA 16 D-15 164 149 135 127 115 105 38.8 0.70 0.85 1.03 hsSO 1 0.115 1 4 D It 20 164 145 132 127 112 102 36 a 0.70 0.90 1.03 1 0.85 14 0.16 25 164 141 130 127 110 100 38.8 0.70 0.94 1 12 1 055 14 0.18 30 164 139 127 127 107 99 38.8 0.70 0.98 1.16 1 055 1.4 0.18 35 161 136 126 124 106 97 38 8 0.73 1.01 7.19 1 0.85 1! 0.18 40 157 134 124 122 104 96 30.8 0.76 1.04 122 1 OAS 1.4 0.18 45 155 133 123 12D 103 95 J6.8 0.79 1.07 1.25 1 0.85 1 4 0.16 50 152 131 122 11B 102 94 38.8 t.D9 127 1 0.55 1.4 0.13 55 151 130 121 117 101 94 38.8 111 129 1 0.85 14 0.15 60 149 120 120 115 100 93 3a.8 1.73 1.31 1 O.aS 1.4 D.16 10D 123 95 38.8 126 143 h>W 1 0.85 1.8 018 HardiePeneFID 5r76 48 No. 8 X 1.25' long X 0.323' HD ribbed bugle has screws 12' O.C. into tuning only 2Xa wood or 20 go. steel framing, 3/4' thick by 3.S wide wood tuning '•7.a 16 0.15 157 142 129 121 110 100 35.4 7 0.65 7.03 h160 1 O.aS 1.4 01e 20 t57 138 126 121 107 98 354 0.90 t.06 t 0.a5 14 0.18 25 157 135 124 121 105 96 35 4 0 94 1.12 1 0.85 1 4 0.18 30 157 132 122 121 103 94 M.4 0.98 1.16 1 US 1.4 0.18 35 153 130 120 119 101 93 354 0.73 1.01 1.19 1 0.65 1.4 0.16 40 150 128 119 116 100 92 354 0.76 1 D4 122 1 0.55 71.4 0.18 45 148 127 117 115 98 91 35.4 0.79 1.07 125 1 0.55 1 4 O.ta 50 146 125 116 113 97 90 354 0.81 1.09 127 1 085 14 0.18 55 144 124 115 111 96 89 354 0.83 1.11 1.29 1 0.65 7.4 0.16 60 742 123 114 110 95 89 35.4 0.85 1.13 137 t 0.8.5 14 0.18 too I lie 91 354 0.99 1 126 1 143 lh>601 1 0.85 11 0.18 1f1•GAWA =_ cc 00 '• FLOR\ • C RONALD I. OGAWA ASSOCIATES, INC. 16835 ALGONQUIN STREET *"3 HUNTINGTON BEACH, CA 92649 T) 714-292-2602; (F) 714-847-4595 PROJECT: RIO-2689-17 Allowable. Ultimate Allowable, Nominal Design Wnd. Speed, Design Wnd, Speed, 1& 45VJVW ' , APpfuble to methods specified in 120151BC, Appfimble to methods 2017 FBC) See6on speed in Exoeplions 1 609.1.1. as tletermined by through 3 of 12015 IBC, 12015 IBC, 2017 FBC) 2017 FBC) Section Figures 1609.3(1), (2). or 1609.1.1. 3). u..n . ,... ... JAMES HARDIE BUILDING PRODUCTS. INC. 1-886-542-7343 info@jameshardie.com Coeffreierrui used In Table 9 nlculationc for Product Minimum Thickness in.) Wt1 in) Fastener Type Fastener Sparing in.) Frame Type Stud Spacing in.) Building Height' s R) B C D B C J D NlowaWe Design Load pstl Esp B Eim C Gw D I Ke K GC, GC„ HeMiePanel 5/16 No B X 1. 25' long X 0.323• HD ribbed bugle head screw& B' O.C. into fumng only 2X4 wood Or 20 ge. steel framing, 3/4' thick by 3 5' wide wood furring +• 1•s 24 0- 15 138 125 114 107 97 BB 27.6 0.70 085 1.03 h160 1 085 1.4 0.18 20 13B 122 111 107 94 B6 27.6 0.70 0.90 1.08 1 0.85 1.4 O.te 25 138 119 107 92 27.6 0.70 0.94 112 1 0.e5 14 018 30 138 117 107 91 27.6 0.70 0.98 1.16 1 0.95 1-1.4 018 35 135 115 105 89 27.6 0.73 1.01 1.19 t 025 1 4 0 1e 40 133 113 103 88 27.6 0.76 1.04 1.22 t 0.85 14 0.18 45 131 112 101 87 27.6 0.79 1.07 1.25 1 0.85 14 018 50 129 111 100 86 27.6 0.81 1.09 127 1 0.55 1.4 0.15 55 127 98 27.6 0 a3 1.11 129 1 0.95 14 018 60 125 97 27.6 OA5 1.13 1.31 1 0.95 14 0.18 100 27.6 0.99 126 1.43 hv60 1 GAS 1.8 0.16 HerdtePenelS 5116 48 0. 090' shank X 0. 215' HD ri 1.S long nag shank nail 6- O.0 Into tuning only 2X4 wood or 20 ga. steel framing, 3/4• third by 3.5' cattle wood fUfT7ng +? t 16 0. 15 185 168 152 143 130 118 49.2 0.70 0.85 1 03 hS60 1 0.85 1.4 018 20 185 163 149 143 126 115 492 0.70 0.90 1.0e 1 0.85 1.4 01e 25 185 159 146 143 123 113 492 0.70 0.94 1.12 1 0.85 1.4 013 30 1 B5 156 143 143 121 117 492 0.70 0.95 1.16 1 0.85 14 0.18 35 181 154 142 140 119 110 29.2 073 1.01 1.19 1 0.85 1.4 0.1e 40 177 151 140 137 117 109 49.2 0.76 1.04 122 1 0.85 14 018 45 174 150 138 135 116 107 492 079 1.07 725 1 OA5 14 018 50 172 148 137 133 115 106 49.2 0.81 1.09 127 1 0.85 14 0.15 55 170 147 136 131 114 105 49.2 0.83 1.11 129 1 0.85 1.4 0.15 60 168 145 135 130 11 3 105 49.2-49.2O.eS 1.13 1.31 1 0.65 100 139 123 115 107 95 89 49.2 0.99 126 143 rv60 t 10.351 1.e 10.10 2. Building height. mean roof height (in feet) of s building, except that cave height shall be used for roof angle (D less than or equal to 10• (2-12 roof slope). 3. V - ultimate design wind speed. 4. Vim, . nominal design wind speed 5. Linear u+terpolabon of building height is 6011) and word speed is pemiaed. 6. Wnd speed design assumptions per Analytical Method in ASCE 7.10 Chapter 30 C&C Pen 1 end Pan 3: K s'1, Kp0.e5, GC,41.4 (hs60), GCr 1.e (hu60), GC,pO 18 7. Wood fumng shall be preservative treated per AWPA 8. Wood furring shall be speufu: gravity of 0.42 or greater per AFPAMDS, or wood stnictural panel, conlormatg to DOC PS-1 or DOC PS-2 or APA PRP-108 LIMITATIONS -OF USE: 1) In High Velocity Hurricane Zones (HVHZ) install per Miami -Dade County Florida, NOA 17-0406.06 Q pGAU. N-SF _ 4 E F W FSS101i 6 PROJECT RIO-2686-17 ENGINEERING EVALUATION REPORT FOR ATTACHING JAMES HARDIE® BRAND FIBER -CEMENT PANELS TO WOOD AND METAL FRAMED WALLS WITH VARIOUS FASTENERS JAMES HARDIE BUILDING PRODUCTS, INC. 10901 ELM AVENUE FONTANA, CA 92337 TABLE OF CONTENTS PAGE COVERpAGE 1 EVALUATION SUBJECT 2 EVALUATION SCOPE 2 EVALUATION PURPOSE 2 REFERENCE REPORTS 2 TEST RESULTS 3 TABLE 1A, RESULTS OF TRANSVERSE LOAD TESTING 3 TABLE 1 B, SHEAR VALUES 3 DESIGN WIND LOAD PROCEDURES 4 TABLE 2, COEFFICIENTS AND CONSTANTS USED IN DETERMINING V AND p 4 TABLE 3, ALLOWABLE STRESS DESIGN C&C PRESSURES EXPOSURE B 5 TABLE 4, ALLOWABLE STRESS DESIGN C&C PRESSURES EXPOSURE C 5 TABLE 5, ALLOWABLE STRESS DESIGN C&C PRESSURES EXPOSURE D 5 TABLE 6, ALLOWABLE WIND SPEED (MPH) FOR HARDIEPANEL SIDING 6-7 LIMITATIONS OF USE 7 AS PRODUCT EVALUATOR, THE UNDERSIGNED CERTIFIES THAT THE LISTED PRODUCTS ARE IN COMPLIANCE WITH THE REQUIREMENTS OF THE ASCE 7-10, THE 2017 FLORIDA BUILDING CODE, AND THE 2015 INTERNATIONAL BUILDING CODE. PREPARED BY: RONALD I. OGAWA & ASSOCIATES, INC 16835 ALGONQUIN STREET #443 HUNTINGTON BEACH, CA 92649 714-292-2602 714-847-4595 FAX E illf pGAWq " 1 . SAP 44 FLO?\\aP Qom' FFsslo RONALD I OGAWA ASSOCIATES, INC 16835 ALGONQUIN STREET #443 HUNTINGTON BEACH, CA 92649 714-292-2602 714-847-4595 FAX PROJECT* RIO-2686-17 JAMES HARDIE BUILDING PRODUCTS, INC. 1-888-542-7343 iofo&ameshardie.com EVALUATION SUBJECT HardiePaneIV Siding James Hardie Product Trade Names covered in this evaluation: HardiePanel® Siding, Cempanelm Siding. Prevail- Panel Siding EVALUATION SCOPE: ASCE 7-10 2017 Florida Building Code 2015. International Building Code® EVALUATION PURPOSE: This analysis is to determine the mawmum design 3-second gust wind speed to be resisted by an assembly of HardiePanel (Cempanel, Prevail Panel) siding fastened to wood or metal framing with nags or screws. REFERENCE REPORTS: 1. Intertek Report 3067913 (ASTM C1186) Material properties HardiePanel Siding 2. Ramtech Laboratories Report IC-1270-94 (ASTM E330) Transverse Load Test, 5116' Thick by 48 inch vide HardiePanel Siding installed on 2X4 Hem -Fir wood studs spaced at 16 inches on center with a 6d common galvanized nag 3. Ramtech Laboratories Report IC-1271-94 (ASTM E330) Transverse Load Test, 5/16" Thick by 48 inch wide HardtePanel Siding installed on 2X4 Hem -Fir wood studs spaced at 24 inches on center with a 6d common galvanized nag 4. Ramlech Laboratories, Inc. Report 10868-9711475 (ASTM E330) Transverse Load Test, 5/16" Thick by 48 inch vide HardiePanel Siding installed on 2X4 Group III SG=0.36 wood studs spaced at 15 inches on center with a 4d, 0.091 inch shank by 0.225 inch head diameter by 1.5 inch long ring shank nail S. Ramtech Laboratories, Report IC- 1054-89 (ASTM E330) Transverse Load Test, 1/4" Thick by 48 inch wide HardiePand Siding installed on 20gauge Metal studs spaced at 16 inches on center with a No 6 X 1 in, long X 0.323 in head diameter ribbed bugle head screw 6. Ramtech Laboratories, Report IG- 1055-89 (ASTM E330) Transverse Load Test, 1/4" Thick by 48 inch wide HardiePanel Siding installed on 20gauge Metal studs spaced at 24 inches an center with a No 8 X 1 in. long X 0.323 In head diameter ribbed bugle head screw 7. Ramtech Laboratories, Report 11149- 98/1554d (ASTM E330) Transverse Load Test, 114" Thick by 46 inch wide HardiePanel Siding installed on 20gauge Metal studs spaced at 16 and 24 inches on center with a ET&F 0.100 in. knurled shank X 1.5 in, long X 0.25 in. head diameter pin fastener 8. Ramtech Laboratories Report IC- 1273-94 (ASTM E72) Racking Shear Test, 5/16" Thies by 48 inch vide HardiePanel Siding installed on 2X4 Hem -Fir wood studs spaced at 16 inches on center wrath a 6d common galvanized nail 9. Ramtech Laboratories Report IC- 1274-94 (ASTM E72) Racking Shear Test, 5116' Thick by 48 inch wide HardiePanel Siding installed on 2X4 Hem -Fir wood studs spaced at 24 inches on center with a 6d common galvanized nail 10. Ramtech Laboratories, Inc'Report 10868-97/1475 (ASTM E72) Racking Shear Test, 5/16" Thick by 48 inch wide HardiePanel Siding installed on 2X4 Group III SG=0.36 wood studs spaced at 16 inches -on centerwith a 4d, 0.091 inch shank by 0.225 inch head diameter by 1.5 inch long ring shank nail 11. Ramtech Laboratories Report IC- 1057-89 (ASTM E72) Racking Shear Test, 5/16" Thick by 48 inch wide HardiePanel Siding installed on 2X4 Hem-Fv wood studs spaced at 16 and 24 inches on center with a No 8 X 1 in. long X 0.323 in head diameter ribbed bugle head screw 12. Ramtech Laboratories Report 11284- 99/1580 (ASTM E72) Racking Shear Test, 5116" Thick by 48 inch wide HardiePanel Siding installed on 2X4 Hem -Fir wood studs spaced at 16 and 24 inches on center with a ET&F 0.100 in. knurled shank X 1.5 in. long X 025 in. head diameter pin fastener OGA(Nq STATE OF or ' JAMES HARDIE BUILDING PRODUCTS, INC. 1-888-542-7343 info@jameshirdie.com TEST RESULTS: Table la, Results of Transverse Load Testing RONALD I. OGAWA ASSOCIATES, INC. 16835 ALGONQUIN STREET #443 HUNTINGTON BEACH, CA 92649 714-292-2602 714-847-4595 FAX PROJECT. RIO-2686-17 Fastener Spacing m 1 Allowable Frame Ultimate Design Thickness Width Spacing Perimeter Feld Load Load' ReportNumber Test Agency in.) in.) Frame Type in.) Supports Supports Fastener T e PSF) PS IC- 1270-94 Ramtech 0.3125 48 2X4 wood Hem -Fir 16 6 6 6d common 149 49.7 IC- 1270-94 Ramtech 0.3125 48 2X4 wood Hem -Fir 16 4 4 6d common 236 78.7 IC- 1271-94 Ramtech 0.3125 48 2X4 wood Hem -Fir 24 6 6 6d common 94 31.3 IC- 1271-94' Ramtech 0.3125 48 2X4 wood Hem -Fir 24 4 4 6d common 143 1 47.7 10868- 97/1475 Ramtech 0.3125 48 2X4 wood. SG 2 0.36 15 4 B 4d, 0.091 in. shank X 0.225 in. 90 30.0 HD X 1.5 in. king ring shank nag Min. No. 20 gauge X 3.625 in. X Min. No 8 X 1 in, long X 0.323 inIC-1054-89 Ramtech 0.25 4B 1. 375 in metal stud 16 6 6 head diameter ribbed bugle 169.9 56.6 head screw Min. No. 20 gauge X 3.625 in. X Min. No 8 X 1 in. long X 0.323 in IC- 1055-89 • Ramtech 0.25 48 1. 375 in metal stud 24 6 6 head diameter ribbed bugle 91.9 30.6 head screw Min. No. 20 gauge X 3.625 in. X ETdF 0.100 in. knurled shank X 11149- 98/1554d Ramtech 0.3125 48 1. 375 in metal stud 16 4 8 1.5 in. long X 0.25 in. head 170 56.7 diameter pin fastener Min. No. 20 gauge X 3.625 in. X ETBF 0.100 in. knurled shank X 11149- 98/1554d Ramtech 0.3125 48 1. 375 in metal stud 24 4 8 1.5 in. long X 0.25 in. head 101 33.7 diameter pin fastener rai- bie Load is tine ummafe Load divided by a rector of salary of 3. 2. HardiePanel Siding complies with ASTM C 1186, Standard Specification for Grade 11, Type A Non-asbesfos Fiber -Cement Flat Sheets Table 1 b, Shear Values Allowable Loads In Pounds Per Lineal Foot for Panel Shear Walls 1,' Fastener Spacing fin 1 Frame Ultimate Allowable Thickness Width Spacing Perimeter Field Load' Load Report Number Test Agen m ) in.) Frame Type in.) Supports Supports Fastener Type off) IC- 1273-94 Ramtech 0.3125 48 2X4 wood Hem -Fir 16 6 6 6d common 603.8 201.3 IC- 1273-94 Ramtech 0.3125 48 2X4 wood Hem -Fir 16 4 4 6d common 698.8 232.9 IC- 1274-94 Ramtech 03125 48 2X4 wood Hem -Fir 24 6 6 6d common 460.0 153.3 IC- 1274-94: Ramtech 0.3125 48 2X4 wood Hem -Fir 24 4 4 6d common 637.5 212.5 10868- 9711475 Remterh 0.3125 48 2X4 wood. SG 2 0.36 16 4 g 4d, 0.091 tn. shank X 0.225 in. 595. 4 198.5 HD X 1.5 in. long ring shank nag Min. No 20 gauge X 3.625 in. X Min. No 8 X 1 in, long X 0.323 in IC- 1057-89. Ramtech 0.25 0.25 48 1. 375 in stud 16924 6 6 head diameter ribbed bugle 990.0 123.8 head screw Min. No. 20 gauge X 3.625 in. X ET&F 0.100 in. knurled shank X 11284- 99/1580 . Ramtech 0.3125 48 1. 375 in metal stud 16 4 8 1.5 in. long X 0.25 in, head 1227.0 153.4 diameter pun fastener Mtn. No. 20 gauge X 3.625 irL X ET3F 0.100 in. knurled shank X 11284- 99/1580 Ramtech 0.3125 48 1.375 in metal stud 24 4 8 1.5 in. long X 0.25 in. head 1060.0 132.5 diameter pun fastener Ali board edges snaii be, supponed by iramafg. Panels snau be appaea wnn me long dimension either parallel or perpendicular to studs. 1,1 2. The ma)dmum height-toaength ratio for construction in this Table is 2:1. 1 f f 00 O i 3. In the steel framedassembliesthealowableloadisbasedontheaverageloadat1/8 inch net deflection. N. N, W4 - o STD s810NA K, Wall Zone 5 Height (ff) Exp B Exp C Exp D K: Ka GC GC 0-15 0.7 0.85 1.03 h560 1 0.95 1.4 0.18 20 0.7 0.9 1.08 1 0.85 1.4 0.18 25 ' 0.7 0.94 1.12 1 0.85 1.4 0.18 30 0.7 0.98 1.16 1 0.85 1.4 0.18 35• 0.73 1.01 1.19 1 0.85 1.4 0.18 40' 0.76 1.04 1.22 1 0.85 1.4 1 .18 45 0.785 1.065 1.245 1 0.85 1.4 0.18 50 0.81 1.09 1.27 1 0.85 1.4 0.18 55 0.83 1.11 1.29 1 0 85 1.4 0.18 60 0.85 1.13 1.31 1 0.85 1.4 0.18 100 0.99 1.26 1.43 1 h>60 1 1 0.85 1.8 0.18 RONALD I. OGAWA ASSOCIATES, INC. 16835 ALGONQUIN STREET #443 HUNTINGTON BEACH, CA 92649 714-292-2602 714-847-4595 FAX PROJECT. RIO-2686-17 JAMES HARDIE BUILDING PRODUCTS, INC. 1-888-542-7343' info@jameshardie.com DESIGN WIND LOAD PROCEDURES: Fiber -cement siding transverse load capacity (wind load capacity) is determined via compliance testing to transverse load national test standards. Via the transverse load testing an allowable design load is determined based on a factor of safety of 3 applied to the ultimate test load. Since the allowable design load is based on factor of safety of 3, allowable design loads on fiber -cement siding correlate directly to required design pressures for Allowable Stress Design, and therefore should be used with combination loading equations for Allowable Stress Design (ASD). By using the combination loading equations for Allowable Stress Design (ASD), the tested allowable design loads for fiber -cement siding are aligned with the wind speed requirements in ASCE 7- 10 Figure 26.5-1A, Figure 26.5-1B. and Figure 26.5-1C. For this analysis, to calculate the pressures in Tables 3, 4, and 5, the load combination will be in accordance with ASCE 7.1 a Section 2.4 combining nominal loads using allowable stress design , load combination 7. Load combination 7 uses a load favor of 0.6 applied to the wind velocity pressure. Equation 1, q,= 0.00256•K,-Kn'K,-,R (ref. ASCE 7-10 equation 30.3-1) velocity pressure at height z K. , velocity pressure exposure coefficient evaluated at height z K,i , topographic factor K,,, , wind directionality factor V , basic wind speed (3-second gust MPH) as determined from (2015 IBC, 2017 FBCJ Figures 1609.3(1), (2), or (3); ASCE 7-10 Figures 26.5-1A, B. or C Equation 2, V=V,'k (ref. 2015 IBC ti 2017 FBC Section 1602.1 definitions) V. , ultimate design wind speeds (3-second gust MPH) determined from 12015 IBC, 2017 FBC] Figures 1609.3(1), (2), or (3); ASCE 7-10 Figures 26.5-1A B, or C Equation 3, p=%*(GC; GC.) (ref. ASCE 7-10 equation 30.6-1) GCp , product of external pressure coefficient and gust -effect factor GCp , product of intemal pressure coefficient and gust -effect factor p , design pressure (PSF) for siding (allowable desgn load for siding) To determine design pressure, substitute q, into Equation 3, Equation 4, p=0.00256-K,-Kn'K,'V,, -(GCp GCp) Allowable Stress.Design, ASCE 7-10 Section 2 4. 1, load combination 7 Equation 5, 0.6D + 0.6W (ref ASCE 7-10 section 2.4.1, load combination 7) D , dead load W , wind load To determine the.Allowable Stress Design Pressure, apply the load factor for W (wind) from Equation 4 to p (design pressure) determined from equation 4 Equation 6, P. = 0.61p] Equation 7, p_, = 0 6'[0.00256'K,* K„'KfVa2 (GCr GCp;)] i Equation 7 is used to populate Table 3, 4, and 5 To determine the dllowable ultimate basic wind speed for Hardre Siding in Table 6, solve Equation 7 for V., Equation 8, V4 _ (p/0.6'0.00256'K,-Ky-Y,-(GC, GC.))os Applicable to methods specified in Exceptions 1 through 3 of 1201518C, 2017 FBC) Section 1609.1.1., to determine the allowable nominal design wind speed (Vasa) for Hardie Siding in Table 6, apply the conversion formula below, Equation 9, V- = V. • (0.6)as (ref 2015 IBC 6 2017 FBC Section 1609.3.1) V, d , Nominal design wind speed (3-second gust mph) (ref. 20151BC 6 2017 FBC Secbo5/01,ii Table 2, Coefficients and Constants -used in Determining V and p, 1 i a . O A W 1'• IN U o STAT F FCORN P '.'', 7 RONALD I. OGAWA ASSOCIATES, INC. 16835 ALGONQUIN STREET #443 HUNTINGTON BEACH, CA 92649 714-292-2602 714447-4595 FAX PROJECT: RIO-2686-17 JAMES HARDIE BUILDING PRODUCTS, INC. 1-888-542-7343 mfo@jsmeshardie.com Table 3, Allowable Stress Design - Component and Cladding (C&C) Pressures (PSF) to be Resisted at Various Wind Speeds - Wind Exposure Category B, Wind Speed (3-secand gust) 100 105 110 115 120 1 130 140 150 160 170 180 790 200 210 Heigh (0) B B B B B B B B B B B B B B 0-15 14.4 15.9 17.5 19.1 20.8 24.4 28.3 32.5 37.0 41.7 46.8 52.1 57.8 63.7 20 14.4 15.9 17.5 19.1 20.8 24.4 28.3 32.5 37.0 41.7 46.8 52.1 57.8 63.7 25 14.4 15.9 17.5 19.1 20.8 24.4 28.3 32.5 37.0 41.7 46.8 52.1 57.8 6T7 30 14.4 15.9 17 5 19.1 20.8 24 4 28.3 32.5 37-0 41.7 46.8 52.1 57.8 63.7 35 15.1 16.6 78.2 19.9 21.7 25.4 29.5 33.9 38.6 43.5 48.8 54.4 60.2 66.4 40 15.7 17.3 19.0 20.7 22.6 26.5 30.7 35.3 40.1 4 .3 50.8 56.6 62.7 69.1 45 16-2 17.9 19.6 21.4 23.3 27 4 31.7 36.4 1.5 46.8 64.8 71.4 50 16.7 18.4 20.2 22.1 24.1 28.2 32.7 37.6 42.8 46.3 3 66.8 73.7 55 17.1 18.9 20.7 22.6 247 28.9 33.6 38.5 43.8 49.5 0- 52.5-.5 8 68.5 75.5 60 7 .3 1. 2 2 29.6 34.4 39. 9 3 1 3 100 25.6 26.2 31.0 33.8 36.9 43.3 50.2 576 655 74.0 4 702.4 112-9 Table 4, Allowable Stress Design - Component and Cladding (C&C) Pressures (PSF) to be Resisted at Various Wind Speeds - Wind Exposure Category C, Wind Speed 3-secondgust) 100 105 110 115 120 1 130 140 150 160 170 180 190 200 210 Height (it) C C C C C C C C C C C C C C 0-15. 17.5 19.3 21.2 23.2 25.2 29.6 34.4 39.5 44.9 50.7 56.8 63.3 70.1 77.3 20 - 18.6 20.5 22.5 24.6 26.7 31.4 36.4 41,8 47.5 53.7 60.2 67.0 74.3 81.9 25 19.4 21 4 23.5 25.6 27.9 32.8 38.0 43.6 49.6 56.0 62.8 7D.0 77.6 85.5 30 20.2 22.3 24.5 26.7 29.1 34.2 39.6 45.5 51.8 58.4 65.5 73.0 80.9 89.2 35 20.8 23.0 25.2 27.6 30.0 35.2 40.8 46.9 53.3 60.2 67.5 75.2 83.3 91.9 40 21.5 23.7 26.0 28.4 30.9 36.3 42.0 48.3 54.9 62.0 69.5 77.4 85.8 94.6 45 22.0 242 1 -26.6 29.1 31.6 37.1 431 49.4 56.2 63.5 71-2 79.3 87.9 96.9 50 22.5 24.8 1 -272 29.7 32.4 38.0 41.1 50.6 57.6 65.0 72.9 812 89.9 992 55 22.9 25.2 27.7 30.3 33.0 38.7 44.9 51.5 58.6 66.2 74,2 82.7 91.6 101.0 60 23. 2. 9. 6 1.4 94.1 93.2 102.8 100 32.6 35.9 1 -39.4 43.1 46.9 55.0 63.8 73.3 83.4 94.1 105.5 117.6 130.3 143.6 Table 5, Allowable Stress Design - Component and Cladding (C&C) Pressures (PSF) to be Resisted at Various Wind Speeds - Wind Exposure Category D. Wmd Speed (3-secondgust) too 105 110 115k32. 130 140 150 160 170 18D 190 200 210 Height (11) D D D D D D D D D D D D D 0-15 21.2 23.4 25.7 26.1 35.9 41.6 47.8 54.4 61.4 68.8 76.7 85.0 93.7 2D 22-3 24.6 27.0 29.5 37.7 43.7 50.1 57.D 64 4 72.2 80.4 89.1 98.2 25 23.1 25.5 28.0 30.6 39.0 45.3 52.D 59.1 66.8 74.9 83.4 924 101.9 30 23.9 264 29.0 31.6 404 46.9 53.8 61.3 69.2 77.5 86.4-95.7 1055 35 24.5 27 1 29.7 32.5 41.5 48.1 55.2 62.8 70.9 79.5 88.6 982 108.3 4D . 25.2 27.7 30.5 33.3 42.5 49.3 56.6 64.4 72.7 81.5 90.9 100.7 111.0 45• 25.7 ' 28.3 31.1 34.0 37.0 43.4 1 -50.3 57.8 65.7 74.2 83.2 92.7 102.7 113.3 50 26.2 28.9 31.7 34.6 37.7 47.3 51.3 58.9 67.1 75.7 84.9 94.6 104.8 115.5 55 26.6 29.3 32.2 352 38.3 45.0 52.2 59.9 68.1 76.9 662 96.1 106.4 117.4 60 2 .0 9.8 3 . 3 . 38.9 4 . 3.0 60.8 69. 6.1 8 .6 9 .6 10 .1 119. 100 37.0 40.8 A.7 48.9 53.2 62.5 1 -72.5 83.2 94.6 106.8 7719.8 133.4 147.9 163.0 Tables 3, 4, and 5 are based on ASCE 7-10 and consistent with the 2015 IBC, 2015 IRC and the 2017 Florida Building Code OGAW,q n No• 121 ' AAA FLOq, Q' Sig, RONALD I. OGAWA ASSOCIATES. INC. 16835 ALGONQUIN STREET #443 HUNTINGTON BEACH, CA 92649 714-292-2602 714-8474595 FAX PROJECT: RIO-2686-17 JAMES HARDIE BUILDING PRODUCTS, INC. ' info@jameshardie.com 1 Jill i3GAW 1 ' Table 6, Allowable Wind Speed (mph) for HardlePanel Siding (Analytical Method In ASCE 7-10 Chapter 30 C&C Part 1 and Part 3)7 20151BC, 2017FBC 2015/BC, 2017FBC 1` eEOiSTA , O • •• Fr O R1CP "tea `_y`N' FF '. •• • • •. • •' 1 Coeffidents used In Tabk 6 calculations for V. Allowable, Ultimate Design Wind, Speed, 4.5 3-second gust mph) Allowable, Nominalcc Design Wind, Speed, v.&6. 3-second gust mph) AppLtabte to methods spe 17 F m I Secti015 on ' 2017 FBC] sec4dn 1609.1.1. as determined by Figures 1809.3(1). (2), or 3) Applicable to methods specified in Exceptions 1 through 3 of 12015IBC, 2017 FBSection' C) 1609. 11. Wind eosure category Wind exposure category Siding K, Product Product' Thickness Cinches) ' Wttlth inches) Fastener Type Fastener Spacing Frame Type Stud Spacing inches) Building Heights ' feet) B C D B C D Alowable Design 1Aed Loa PSF) Fxa B Exp C Fxp D K. K. GC. GC, HardlePoneM 5/ 16 48 ed commonHem- Fir 6 2X4 wood 16 0-15 186 168 153 144 130 118 49.7 0.7 O.e5 1.03 hs60 1 OAS 1.4 0.18 20 186 164 149 144 127 116 497 07 0.9 1.68 1 0.05 1.4 0.16 25 186 160 147 144 124 114 49.7 0.7 0.94 1.12 1 0.85 1.4 0.18 30 186 157 144 144 121 112 497 0.7 0.911 1.16 1 0.55 1.4 0.18 35 182 154 142 141 120 110 49.7 0.73 1.01 119 1 0.85 14 0.18 40 178 152 141 138 118 1D9 49.7 078 1.04 1.22 1 0&5 1.4 Ole 45 175 150 139 136 117 108 49.7 0.785 1.065 1.245 1 O.as 1.4 0la 50 172 149 138 134 115 107 49.7 oat 1.09 1.27 1 OAS 1.4 018 55 170 147 137 132 114 106 497 0.83 1.11 1.29 1 0.85 1.4 0.18 60 168 146 136 130 113 105 497 0.85 1.13 1.31 1 0.95 1.4 0 88 100 139 124 116 108 96 90 497 0.99 128 1.43 hs60 1 10.1151 1.8 0.18 HardiePane^W 5/16 48 common 4 2X4 wood Hem - Fir 16 0. 15 233 212 192 181 164 149 78.7 0.7 0.85 103 hsW 1 0 a5 1 4 Ole 20 233 206 188 181 159 146 78.7 0.7 0.9 1.08 1 0.05 1.41 0.16 25 233 201 185 181 156 143 78.7 07 0.94 1.12 1 0.051-1.41 0.18 30 233 197 181 181 153 140 78.7 07 0.98 1.16 1 0.85 1.4 0.18 35 229 194 179 177 151 139 78.7 0.73 1.01 1.19 1 OAS 1.4 0.18 40 224 192 177 174 148 137 78.7 0.76 1.04 1.22 1 0.115 1.4 0.18 45 220 189 175 171 147 136 78.7 0.795 1.065 1245 1 0.85 1.4 0.18 50 217 187 173 1" 145 134 78.7 0.81 1.09 1.27 1 0.85 1.4 0.18 55 214 185 172 166 144 133 1 787 093 1.11 1.29 1 0.a5 71.4 Ole 6' 212 194 171 164 142 132 78.7 OAS 1.13 1.3 11 0.85 1.4 0.18 110 I 155 146 136 120 113 78.7 0.99 126 1A3 ha60 1 0.85 1.8 D.18 HardiePeneIT i 5/ 16 48 common 6 2X4 wood Hem - Fir 24 0- 15 147 134 121 114 103 94 313 0.7 0.85 1.03 I100 1 0.85 14 0.18 20 147 130 119 114 101 92 31.3 07 0.9 1.08 1 O.as 1.4 018 25 147 127 116 114 98 90 31.3 0.7 0.94 1.12 1 O.aS 1.4 0.18 30 147 124 114 114 96 89 31.3 0.7 0.98 1.16 1 Oa5 1.4 0.18 35 144 123 113 112 95 87 31.3 0.73 1.01 1.19 1 OA5 1.4 0.18 40 141 121 112 109 94 86 31.3 076 1.04 1.22 1 0.85 1.4 0.18 45 139 119 110 108 92 86 31.3 0.7e5 7.065 1245 1 D.&5 1.4 018 5D 137 118 106 91 31.3 0.81 1.D9 1.27 1 0.85 1.4 0.18 55 135 117 105 91 31 3 0.53 1.11 128 7 0 BS 1.4 0.18 60 134 116 103 90 31.3 n 1.13 1.31 1 0.85 1.4 0.78 100 Ill 86 31.3 0.89 128 1.43 h>60 1 O.as 1.8 0.1e i' HardiePeneM 5/ 16.' ' 48 ed common 4 2X4 - wood Hem - Fir 24 0- 15 182 165 150 141 128 116 47.7 07 0.85 1.03 hsS0 1 0.a5 1 a 0.18 20 182 160 146 1 141 124 113 47.7 0.7 0.9 108 1 0.85 14 0.18 25 182 157 144 141 121 111 47.7 0.7 0.94 112 1 0.85 1.4 0.18 30 182 154K14 141 119 109 47.7 0.7 0.98 1.16 1 0.85 1.4 0.18 35 178 151 138 117 108 477 0.73 1.01 1.18 1 OAS 14 0.18 40 174 149 135 116 107 47.7 0.76 1.D4 I 1 OAS 14 0.10 45 172 147 133 114 IDS 47.7 0785 1.085 1245 1 0.85 14 0.18 50 169 146 131 113 105 47.7 0.81 1.09 1.27 1 0.85 1.4 0.18 55 167 144 129 112 104 47.7 0.03 1.11 1.29 1 O.aS 14 016 165 143 128 111 103 7.7 0.&5 113 1.31 1 0.e5 14 0.18 100 1 137 121 114 106 94 88 47.7 0.99 128 1 143 hv60 1 1 Oe5 1.81 018 HardiePaneM 5116 48 4d, 0. 091 in. shank X 0.225 in. HDX1.5 in. long ring shank nail 4 edge 8held 2X4 wood SG20. 36 16138 144 131 119 112 101 92 30.0 0.7 0.85 1.03 hs60 1 0.85 14 0.18 144 127 116 112 98 90 30.0 0.7 0.9 1.08 1 0.85 14 018 144 124 114 112 96 8B 30.0 0.7 0.94 1.12 1 0.95 1.4 0.16 N3O 144122112112948730.0 0.7 0.88 1.16 1 085 14 D18 141 120 ill 109 93 86 30.0 0.73 1.01 1.19 1 OAS 1.4 D18 ile 107 92 30.0 0.76 1.D4 1.22 1 OX5 14 0.1e 136 117 005 91 30.0 0.785 1.D65 1.245 1 0.85 14 01a 134 116 104 89 30.0 Eel Toe 127 1 0.85 1.4 0.16 55 132 114 103 89 30.0 O.ai 1.11 1.29 1 0.85 14 0.10 6D 131 113 101 88 30.0 0.85 1.13 1.31 1 0.a5 1.4 0.78 100 30. 0 0.99 1 126 1.43 h>60 1 O.a5 1.8 O18 RONALD I. OGAWA ASSOCIATES, INC. 16835 ALGONOUIN STREET #443 HUNTINGTON BEACH, CA 92649 714-292-2602 714-847-4595 FAX PROJECT: RIO-2686-17 JAMES HARDIE.BUILDING PRODUCTS, INC. 1-BBB-542-7343 info@jameshardie.com 2015 IBC, 2017 FBC 2015 IBC, 2017 FBC Allowable, Ultimate Allowable, Nominal Design Wind, Speed. Design Wind, Speed, v.l6 s.i 3-second gust mph) 3-second gust mph) Applicable to methods Applicable to methods specified in (2015 IBCsMcrfi, inFxcepttoru 1 2017 FBC) S t through 3 of [2015 IBC, rrin1fi09.1.1. as deterrtuned try 2017 FBC] SectionFgures1609.3(1), (2), or 1609.1.1. 3). Coefficients used in Table 6 calculations for V, Wind exposure category Wind exposure category Siding K Product. Stud Building Allo mole Product Thickness Width' Fastener Fastener Frame Spacing Height1'7 B C D B C D Design inches) inches) Type Spacing Type inches) feet) Load PSF) Fxp B Exv C UP D V. K. GC, GC . 0.15 198 180 163 153 139 126 58.5 0.7 1 0.85 7.03 hs60 1 0.85 7 0.19 Min. No 8 X 20 198 175 159 153 135 123 56 6 0.7 0.9 1.00 1 O.BS 1 4 0 1B 25 198 171 157 153 132 121 1 -56 6 07 0 94 1.12 1 0851 1.4 0.181in. long X Min. No. 30 198 167 154 153 130 119 see 0.7 0.95 1.16 1 0.95 1.4 01810.323 in 20 ga. 35 194 165 152 150 128 118 56.8 0.73 1.01 1.19 1 0.85 1.. 0.18head 33 mil) X 40 190 162 150 147 126 116 56 B 0.76 1.04 1.22 1 a-5 14 018HardiePaneM1/4 48 diameter 6 3.625 in. 16 45 187 161 148 145 124 115 56.6 0.785 1.065 1.245 1 0.85 1.4 0.18ribbed X 1.375 50 184 159 147 143 123 114 56.6 0.81 109 1.27 1 0.85 1.A 0.18bugleheadinmetal 55 182 157 146 141 122 t73 56.6 0.83 1.11 1.ZB 1 0.85 7.4 D.18 screw' stud 60 18D 156 145 139 121 112 56.6 085 1.13 1.31 1 0.85 14 0.18 100 149 132 124 115 102 96 56.8 0.99 1.26 1.43 hYW 1 0.85 1.8 0.18 0.15 146 132 120 113 102 93 30.6 07 085 1.03 h5S0 1 0.85 1.4 0.18 Min. No 8 X 20 146 128 117 113 99 91 306 0.7 09 1 08 1 0.85 1.4 0.18 25 146 126 115 113 97 89 30.6 07 0.94 1.12 1 0.85 1 0.181in. long X Min. No. 30 146 123 113 113 95 88 30.6 0.7 0.88 1.16 1 0.85 1.4 0.160.323 in 20 ga. 35 143 121 112 110 94 86 30 6 0.73 1.01 1 19 t 0 85 1 4 0.18head33m9) X 40 140 119 110 108 93 85 30.fi 0.76 1.04 1.22 1 0.85 t.4 0.18HardiePanelt11448 diameter 6 3.625 in. 24 45 137 118 106 91 30.6 0.785 1.D55 1245 1 0.85 1.4 0.18ribbedX1.375 50 135 117 105 90 30.6 0.81 1.D9 1.27 1 0.85 1.4 0.18bugleheadinmetal 55 134 116 104 90 30.6 0.83 1.11 1.29 1 0.85 1 a 0.18 strew' stud 60 132 115 102 89 30.6 0.85 1.13 1.31 1 0.85 1.4 0.16 100 30.5 099 l 1 43 h>6D 1 0.85 1.8 0.18 ETdF 0-15 19B 180 163 153 139 127 567 07 0.85 1.03 h560 1 0.85 1.4 0.18 20 198 175 160 153 135 124 56.7 0.7 0.9 1.08 1 0.85 1 4 0.180.100 in. 25 198 171 157 153 132 121 56.7 0.7 0.94 1.12 1 085 1.4 0.18knurled- Min. No. 30 198 167 154 153 130 119 56.7 0.7 0.98 1.16 1 o a5 1 4 0.18shankX20ga. 35 194 165 152 150 128 118 56.7 073 1.01 1.19 1 0.85 1.4 0.181.5 in. long 4 edge 33 mill X 40 990 163 150 147 126 116 56.7 0.76 1.04 1.22 1 0.95 1.4 0.18HardiePenell) 5/16 - 48 X 0.25 in. 8 field 3.625 in. 16 45 187 161 149 145 124 115 567 0.785 1.085 1.245 1 0.85 1 4 018. head X 1.375 50 184 159 147 143 123 114 567 0.81 1.09 1.27 1 0.85 14 0.18diameterinmetal 55 182 157 146 141 122 113 56.7 0.B3 1.11 1.29 1 0.85 1.4 0.18 pin stud 60 180 156 145 139 121 112 56.7 0.B5 1.13 131 1 0.65 14 alefastener' 100 149 132 124 115 102 96 55.7 0.99 126 143 h>60 1 0.85 18 0.18 ET&F 0-15 153 139 126 118 107 9B 33.7 07 0.95 103 Is60 1 0.85 1.4 018 20 153 135 123 118 104 95 33.7 0.7 0.9 1.08 1 0.B5 1.4 0.18 0.100 in. 25 153 132 121 118 102 94 33.7 0.7 0.94 1.12 1 0.85 1.4 0.18knurledMin. No. 30 153 129 119 118 100 92 33.7 0.7 0.98 1.16 1 0.85 1.4 0.18shankX20ga. 35 150 127 117 116 99 91 33 7 073 1.01 1.19 1 0 85 1.4 0.187.5 in. long 4 edge 33 mil) X 40 147 125 116 114 97 90 33.7 076 1.04 122 1 0.85 1.4 0.18HardiePaneF 5/16 40 X 0.25 in. 8 field 3.625 in. 24 45 144 124 115 112 96 89 33.7 0.785 1.065 1.245 1 0.85 1 4 0.18headX1.375 50 142 122 113 110 95 88 33.7 0.81 1.09 1.27 1 0.85 1 4 018diameterinmetal 55 140 121 113 109 94 87 33.7 0.83 1.11 1.2B 1 0.85 14 0.16 pin stud 60 139 120 112 107 93. 67 33 7 0 85 1.13 1.31 1 0.85 1.4. 0.18fastener' 100 115 89 33.7 1 0.99 126 t 0.85 t a 0.18 t. aaews snau penetrate the metal framing ai least wee rug weans. 2. Knuried shank pins shall penetrate the metal framing at least 1/4 inch. 3. Building height - mean roof height (n feel) of a building, except that eave height shall be used for roof angle O less than or equal to 10' (2-12 roof 4. V,a = ultimate design wind speed 5. V, = nominal design wind speed 6. Linear interpolation of building height (s 60 ft) and wind speed is permitted. 7. Wind speed design assumptions per Analytical Method in ASCE 7-10 Chapter 30 CdC Part 1 and Pan 3, KE=1, ".85, GCp 1.4 (hs60), GC,=' LIMITATIONS OF USE: 1) Fastener pullout must be evaluated when installed a species of wood studs other than that which was tested. 2) In High Velocity Hurricane Zones (HVHZ) install per MiamFDade County Florida, NOA 17-0406.06 I lope)\•0GA A Iu60) r U si lC Florida Building Code Online Page 1 of 2 R BCIS Home Log In I User Registration Hot Topics Submit Surcharge I Stats h Facts Publications FBC Staff BCIS Site Map Links Search j rl011033 Product Approval L;t ,iT j^ USER: Public User nec ss ''" Product Approval Menu > Product or ADDlication Search > Aptillcahon Lis C > Application Detail FL FL12194-R6 Application Type Revision Code Version 2017 Application Status Approved Comments Archived LI Product Manufacturer Aluminum Coils, Inc. Address/Phone/Email 5001 West Knox Street Tampa, FL 33634 813)249-9743 grahman@aluminumcoilsinc.com Authorized Signature Gareth Rahman grahman@aluminumcoilsinc.com Technical Representative Paul Frost Address/Phone/Email 5001 west Knox Street Tampa, FL 33634 813)249-9742 PFrost@aluminumcoilsinc.com Quality Assurance Representative Address/Phone/Email Category ' Panel Walls Subcategory Soffits Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer r Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Zachary R. Priest the Evaluation Report Florida License PE-74021 Quality Assurance Entity PRI Construction Materials Technologies, LLC Quality Assurance Contract Expiration Date 06/19/2020 Validated By Locke Bowden h6 Validation Checklist - Hardcopy Received Certificate of Independence FI 1 2194 R6 COI ALC15001 3 2017 FBC Evaluation Report 04 T4 Soffits final.pdf Referenced Standard and Year (of Standard) Standard Year AAMA 1402 2009 Equivalence of Product Standards Certified By Sections from the Code hrtps://www. flon*dabuilding. oralprlpr_app_dtl.aspx?param=wGEVXQ,N-tDquk24AUC%2fE... 2/ 1 /2018 Florida Building Code Online Page 2 of 2 Product Approval Method Method 1 Option D Date Submitted 09/06/2017 Date Validated 09/06/2017 Date Pending FBC Approval 09/13/2017 Date Approved 12/12/2017 Date Revised 12/15/2017 Summary of Products FL # Model, Number or Name Description 12194.1 Alumunum Coils Aluminum Soffit Aluminum soffit panels Limits of Use Installation Instructions Approved for use in HVHZ: No FL12194 R6 II ALC15001.3 2017 FBC Evaluation Report 04.T4 Soffits final.odfApprovedforuseoutsideHVHZ: Yes Impact Resistant: N/A Verified By: Zachary R. Priest PE-74021 Design Pressure: +80/-90 Created by Independent Third Party: Yes Other: See Evaluation Report for limits of use. Evaluation Reports FL12194 R6 AE ALC15001.3 2017 FBC Evaluation Report 04 T4 Soffits final.pdf Created by Independent Third Party: Yes Back Next Contact Us :: 2601 Blair Stone Road. Tallaha« , FL 32199 Phone. 850-487-1824 The State of Florida is an AA/EEO employer. Copyright 2007-2013 State of Florida.:: Privacy Statement :: Accessibility Statement Refund Statement Under Florida law, email addresses are public records. If you do not want your e-mail address released In response to a public -records request, do not send electronic mail to this entity. Instead, contact the office by phone or by traditional mall. If you have any questions, please contact 850.487.1395. `Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address If they have one. The emails provided may be used for official communication with the licensee However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine if you are a licensee under Chapter 455, F.S., please click here . Product Approval Accepts: ICI rrl Credii _Gerd. Safe https:Hw-w-w.floridabuildinL. org/pr/pr_app_dtl.aspx?param=wGEVXQw-tDquk24AUC%2fE... 2/ 1 /2018 No. Certificate of Authorization inb rgh Drraw17520EdinburghDr10", C R E E K Tampa, FL 33647 TECHNICAL SERVICES, LLC (813) 480-3421 EVALUATION REPORT FLORIDA BUILDING CODE 6T" EDITION (2017) Manufacturer: ALUMINUM COILS, INC. Issued September 1, 2017 5001 West Knox Street Tampa, FL 33634 813) 249-9743 www alum inumcoilsinc.com Manufacturing: Tampa, FL Quality Assurance: PRI Construction Materials Technologies (QUA9110) SCOPE Category: Panel Walls Subcategory: Soffits Code Sections: 1404.5 1, 1709.10 Properties: Wind Resistance REFERENCES Entity Report No. Standard Year Certified Testing Laboratories (TST1577) CTLA 1847W AAMA 1402 2009 Certified Testing Laboratories (TST1577) CTLA 2076W AAMA 1402 2009 PRI Construction Materials Technologies (TST5878) ACIX-003-02-01 AAMA 1402 2009 PRI Construction Materials Technologies (TST5878) ACIX-003-02-02 AAMA 1402 2009 LIMITATIONS 1: This report is not for use in the HVHZ. 2. Design wind loads shall be determined in accordance with FBC Section 1609. 3. Soffits shall be labeled in accordance with FBC Section 1709.10. 4. Installation of the evaluated products shall comply with this report, the FBC and the manufacturer's published application instructions. Where discrepancies exist between these sources, the more restrictive and FBC compliant installation detail shall prevail. 5. Installations shall meet the minimum ventilation requirements of FBC section 1203.2. 6. Field fastener withdrawal may be required by the AHJ for confirmation of existing substrates. All data shall be reviewed by a qualified design professional to ensure the fastener withdrawal meets or exceeds the minimum load resistance for the project requirements. 7. All products listed in this report shall be manufactured under a quality assurance program in compliance with Rule 61 G20-3 ALC15001.3 FL12194-R6 _ Page 1 of 3 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CFSREEK TECHNICAL SERVICES, LLC PRODUCT DESCRIPTIONS 3/8" F-Channel 3/8" J-Channel Fascia 16" Q4 Sdffit ALUMINUM COILS, INC Soffits Preformed nominal 0 016-inch thick, 3105 H-14 aluminum F-channel. See Appendix D for dimension drawings. Preformed nominal 0.016-inch thick, 3105 H-14 aluminum J-channel. See Appendix D for dimension drawings. Preformed nominal 0 019-inch thick, 3105 H-14 aluminum fascia. See Appendix D for dimension drawings. Preformed nominal 0.0135-inch thick, 3105 H-14 aluminum soffit panels provided in 16- inch sections. The reported net free ventilation areas are 22.3 in /lin.ft for the 'full vent' configuration and 11.1 in2/lin.ft and for the 'center vent' configuration. See Appendix D for dimension drawings. zzzz=*,.:_.,, W FULL VENT 12" T4 Soffit I 'FULL VENT 1G' SOLID PANEL Preformed nominal 0.0135-inch thick, 3105 H-14 aluminum soffit Ranels provided in 12- inch sections. The reported net free ventilation areas are 12.5 in /lin.ft for the 'full vent' configuration and 4.2 in2/lin.ft for the 'center vent' configuration. See Appendix D for dimension drawings. ALC15001.3 FL12194-R6 Page 2 of 3 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK NOR FM TECHNICAL SERVICES, LLC COMPLIANCE STATEMENT ALUMINUM COILS, INC Soffits The products evaluated herein by Zachary R. Priest, P.E. have demonstrated compliance with the Florida Building Code, 61' Edition (2017) as evidenced in the referenced documents submitted by the named manufacturer. R. No 74021 3 STATE OF :U F''C O R t p P•': rr a CERTIFICATION OF INDEPENDENCE 2017.09.01 04'00' Zachary R. Priest, P.E. Florida Registration No. 74021 Organization No. ANE9641 CREEK Technical Services, LLC does not have, nor will it acquire, a financial interest in any company manufacturing or distributing products under this evaluation. CREEK Technical Services, LLC is not owned, operated, or controlled by any company manufacturing or distributing products under this evaluation. Zachary R. Priest, P.E. does not have, nor will acquire, a financial interest in any company manufacturing or distributing products under this evaluation. Zachary R. Priest, P.E. does not have, nor will acquire, a financial interest in any other entity involved in the approval process of the product. APPENDICES 1) APPENDIX A— Approved Systems (8 pages) 2) APPENDIX B — Installation Drawings (12 pages) 3) APPENDIX C — Design Wind Loads(4 pages) 4) APPENDIX D — Dimension Drawings (4 pages) ALC15001.3 FL12194-R6 Page 3 of 3 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC APPROVED SYSTEMS ALUMINUM COILS, INC Soffits Appendix A The following notes shall be observed when using the assembly tables below. 1. Maximum Design Pressures (MDP) were calculated using a 1.5:1 margin of safety per FBC Section 1404.5.1. 2. Refer to LIMITATIONS and sections of this evaluation when using the table(s) below. 3. Refer to INSTALLATION section of this report for installation detail when the information is not explicitly stated for the selected assembly. 4. The on -center (o.c.) spacing given is the maximum allowable attachment spacing for the rated system. 5. Unless otherwise specified, the Wood substrate shall be minimum No. 2 SPF (S.G. = 0.42) 2x lumber. Substrate attachment shall be designed by others in accordance with FBC requirements to meet the minimum design requirements for the project. 6. Unless otherwise specified, the Masonry substrate shall conform to ASTM C 90. Substrate attachment shall be designed by others in accordance with FBC requirements to meet the minimum design requirements for the project. 7. Typical fastening details are as follows: a. 12" T4 Soffit — 12-inch o.c. Fastener Fastener Location Location 1 b. 12" T4 Soffit — 4-inch o.c. Fastener Fastener Fastener Fastener Location 1 Location 1 Location Location c. 16" Q4 Soffit — 16-inch o.c. Fastener Fastener Location Location ALC15001.3 FL12194-R6 Page 1 of 8 This evaluation report is provided for Stale of Florida product approval under Rule 611320-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREED{ TECHNICAL SERVICES, LLC d. 16" Q4 Soffit — 8-inch o.c. Fastener Location l F Fastener Location Fastener Location l ALUMINUM COILS, INC Soffits Approved System Numbers and Definitions 12F-# Approved Systems for 12-inch Overhang wilh F-Channel 12J-# Approved Systems for 12-inch Overhang with J-Channel 16F-# Approved Systems for 16-inch Overhang with F-Channel 16J-# Approved Systems for 16-inch Overhang with J-Channel 24F-# Approved Systems for 24-inch Overhang with F-Channel 24J-# Approved Systems for 24-inch Overhang with J-Channel Appendix A Approved Systems for 12-inch overhang with F-Channel Wall Connection Eave Connection System Panel MDP No. Width pso Substrate F-Channel Substrate Panel Attachment Fascia Cap Attachment Attachment Max. One (1) min. 3/8-inch head dia. nail, One (1) min. 3/8 x 3/8-inch One (1) min. 1 3/4-inch long x 0072-inch diax min3/16- 12F-1 16-inch Wood min. 1.25-inch embedment spaced Wood crown staple spaced 16-inch inch head dia. trim nail t40.0 24-inch o.c. O.C. spaced 36- inch o.c. Max. Three ( 3) min. 3/4-inch x 1/4-inch One (1) min 3/4-inch x 1/4-inch One (1)-min. 1 3/4-inch long x di 0. 072-inch a, x min. 1/4-inch 4 6 12F-2 1inch Wood crown staples in diamond pattern Wood crown staple spaced B-inch o.c. head dia. [ rip nail spaced 48- 4 spaced 24- inch o.c. and securing each panel lap inch o.c. Max. 1) 14 ga. 5/8-inch long T nail One (1) min 3/4-inch x 1/4-inch One (1) min. 1 3/4-inch long x 0.072-inch dia. x min. 1/4-inch 48 12F-3 16-inch Masonry One spaced 8- inch o.c. Wood crown staple spaced 8-inch o.c. head dia. trip nail spaced 48- 64.2 and securing each panel lap inch o.c. ALC15001.3 FL12194-R6 Page 2 of 8 This evaluation report is provided for Stale of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix A Approved Systems for 12-inch overhang with J-Channel Wall Connection Eave Connection System Panel MDP No. Width pso Substrate F-Channel Panel Attachment Substrate Panel Attachment Fascia Cap Attachment Attachment Three (3) min. 3/4- inch x 1/4-inch crown One (1) min. #8 x 1/2-inch One (1) min 3/4-inch x One (1) min. 1 3/4-inch long x 12J-1 Max. Wood staples in diamond long x 3/8-inch head diameter Wood 1/4-inchpace crown staple 0.072-inch dia. x min. 1/4-inch 48 16-inch pattern spaced 24- screw spaced 16-inch o.c. spaced 8-inch o.c. head dia. trip nail spaced 48- 64.2 inch o.c. connecting soffit to J-channel inch o.c. Approved Systems for 16-inch overhang with F-Channel Wall Connection Eave Connection System Panel MDP No. Width pso Substrate F-Channel Substrate Panel Attachment Fascia Cap Attachment Attachment One (1) 18 ga. 1/4-inch crown x One (1) min. 1.75-inch x 16F-1 Max. Masonry One (1) 14 ga. 5/8-inch long T nail Wood 1-inch leg staple spaced max. 0.072-inch diameter finishing nail with min. 3/16 53.3 12-inch spaced max. 8-inch o.c. 4-inch o.c. and securing each inch head spaced panel lap 12-inch o.c. One (1) 18 ga. 1/4-inch crown x One (1) min. 1.75-inch x Max. Three (3) 16 ga.1/4-inch crown x 1- 1-inch leg staple spaced max. 0.072-inch diameter 16F-2 12-inch Wood inch leg staples in diamond pattern Wood 4-inch o.c. and securing each finishing nail with min. 3/16- t53.3 spaced 16-inch o.c. panel lap inch head spaced 12-inch o.c. Max. One (1) 3/8-inchhead dia. nail, min. One (1) min 3/8-inch x 3/8-inch One (1) min. 1 3/4-inch long x 0.072 inch dia. x min. 16F-3 16-inch Wood 1.25-inch embedment spaced 24- Wood crown'staple spaced 16-inch 3/16-inch head dia. trim nail t25.6 inch o.c. o.c. spaced 36-inch o.c. Max. Three (3) min. 3/4-inch x 1/4-inch One (1) min 3/4-inch x 1/4-inch One (1) min. 1 3/4-inch long x 0.072-inch dia. x min. 1/4- 27 16F-4 16-inch Wood ndcrownstaplesindiamond patternndiamond Wood crown staple spaced B-inch o.c. inch head dia. trip nail 36.1 spaced spaced 48-inch o.c. ALC15001.3 FL12194-R6 - Page 3 of 8 This evaluation report is provided for Slate of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix A Approved Systems for 16-inch overhang with F-Channel Wall Connection Eave Connection System Panel MDP No. Width pso Substrate F-Channel Substrate Panel Attachment Fascia Cap Attachment Attachment One (1) 18 ga. 1/4-inch crown x One (1) min. 1.75-inch x 16F-5 Max. Masonry One (1) 14 ga. 5/8-inch long T nail Wood 1-inch leg staple spaced 4-inch 0.072-inch diameter finishing nail with min. 3/16- t43.3 16-inch spaced 8-inch o.c. o.c. and securing each panel inch head spaced lap 16-inch o.c. One (1) 18 ga. 1/4-inch crown x One (1) min. 1.75-inch x Max. Three (3) 18 ga. 1/4-inch crown x 1- 1o. ch leg staple spaced 0.072-inch diameter 16F-6 16 inch Wood inch leg staples in diamond pattern Wood panelo.c. and securing each panel finishing nail with min. 3/16- 43.3 spaced 16-inch o.c. inch head spaced 16-inch o.c. Approved Systems for 16-inch overhang with J-Channel Wall Connection Eave Connection System Panel MDP No. Width pso Substrate J-Channel Substrate Panel Attachment Fascia Cap Attachment Attachment Max. Three (3) min. 3/4-inch x 1/4-inch One (1) min 3/4-inch x 1/4-inch One (1) min. 1 3/4-inch long x 0.072-inch dia. x 23.5 16J-1 16-inch Wood crown staples in diamond pattern Wood crown staple spaced 8-inch o.c. min. 1/4-inch head dia. trip 31.4 spaced 24-inch o.c. nail spaced 48-inch o.c. ALC15001.3 FL12194-R6 Page 4 of 8 This evaluation report is provided for Slate'of.Florida product. approval under Rule 61G20-3. The manufacturer. shall nolify CREEK_ Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express'noi imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix A Approved Systems for 24-inch overhang with F-Channel Wall Connection Center Connection Eave Connection System Panel MDP No. Width pso Substrate F-Channel Batten Panel Attachment Substrate Panel Attachment Fascia Cap Attachment Attachment One (1) 18 ga.1/4-111ch Nominal 1x2 crown x 1-inch leg No.2 SYP staple spaced Three (3) 18 ga.1/4- anchored to 12-inch o.c. securing One (1) 18 ga. 1/4- One (1) min. 1.75-inch x Max. inch crown x 1-inch rafter with one each panel lap inch crown x 1-inch 0.072-inch diameter 2417-1 12-inch Wood leg staples in 1) min. 2.25- Wood leg staple spaced 8- finishing nail with min. 801-90 diamond pattern inch x 7d ring One (1) min. 1.75-inch inch o.c. 3116-inch head spaced spaced 16-inch o.c. shank nail x 0.072-inch diameter 12-inch o.c. 24-inch o.c. finishing nail with min. 3/16-inch head spaced 4-inch o.c. One (1) 18 ga.1/4-inch crown x 1-inch leg Nominal 1x2 staple spaced One (1) min. 1.5- No.2 SYP 12-inch o.c. securing One (1) 18 ga. 1/4- One (1) min. 1.75-inch x Max. inch x 11 ga. anchored to each panel lap inch crown x 1-inch 0.072-inch diameter B0/ 24F-2 12-inch Wood smooth shank rafter with one Wood leg staple spaced 8- finishing nail with min. 76.6 roofing nail spaced 1) 7d x 2.25- One (1) min. 1.75-inch inch o.c. 3/16-inch head spaced 16-inch o.c. inch ring shank x 0.072-inch diameter 12-inch o.c. nail 24-inch o.c. finishing nail with min. 3/16-inch head spaced 4-inch o.c. One (1) 18 ga.1/4-inch crown x 1-inch leg Nominal 1x2 staple spaced No.2 SYP 12-inch o.c. securing One (1) 18 ga. 1/4- One (1) min. 1.75-inch x Max. One (1) 14 ga. 5/8- anchored to each panel lap inch crown x 1-inch 0.072-inch diameter 80/ 24F-3 12-inch Masonry inch long T nail rafter with one Wood leg staple spaced 8- finishing nail with min. 76.6 spaced 8-inch o.c. 1) 7d x 2.25- One (1) min. 1.75-inch inch o.c. 3/16-inch head spaced inch ring shank x 0.072-inch diameter 12-inch o.c. nail 24-inch o.c. finishing nail with min. 3/16-inch head spaced 4-inch o.c. ALC15001.3 FL12194-R6 = Page 5 of 8 This evaluation report is provided for Slate of Florida product approval under Rule 611320-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. GREED{ TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix A Approved Systems for 24-inch overhang with F-Channel Wall Connection Center Connection Eave Connection System Panel MDP No. Width pso Substrate F-Channel. Batten Panel Attachment Substrate Panel Attachment Fascia Cap Attachment Attachment One (1) 18 ga.1/4-inch crown x 1-inch leg Nominal 1x2 staple securing the No.2 SYP nailer of each female Three (3) 18 ga. 1/4- anchored to lock or spaced One (1) 18 ga. 1/4- Ohe (1) min. 1.75-inch x Max. inch crown x 1-inch rafter with one 16-inch o.c. securing inch crown x 1-inch 0.072-inch diameter 24FA 16-inch Wood leg staples in 1) min. 2.25- each panel lap Wood leg staple spaced 8- finishing nail with min. 80/-60 diamond pattern inch x 7d ring inch o.c. and securing 3/16-inch head spaced spaced 16-inch o.c. shank nail One (1) min. 1.75-inch each panel lap 16-inch o.c. 24-inch o.c. x 0.072-inch diameter finishing nail wilh min. 3/16-inch head spaced 4-inch o.c. One (1) 18 ga.1/4-inch crown x 1-inch leg staple securing the Nominal 1x2 nailer of each female One (1) min. 1.5- No.2 SYP lock or spaced One (1) 18 ga. 1/4- One (1) min. 1.75-inch x Max. inch x 11 ga. anchored to 16-inch o.c. securing inch crown x 1-inch 0.072-inch diameter 24F-5 Wood smooth shank rafter with one each panel lap Wood leg staple spaced 8- finishing nail with rein. 80/-60 16-inch roofing nail spaced 1) 7d x 2.25- inch o.c. and securing 3/16-inch head spaced 16-inch o.c. inch ring shank One (1) min. 1.75-inch each panel lap 16-inch o.c. nail 24-inch o.c. x 0.072-inch diameter finishing nail with min. 3/16-inch head spaced 4-inch o.c. ALC15001.3 FL12194-R6 Page 6 of 8 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix A Approved Systems for 24-inch overhang with F-Channel Wall Connection Center Connection Eave Connection System Panel MDP No. Width pso Substrate F-Channel Batten Panel Attachment Substrate Panel Attachment Fascia Cap Attachment Attachment One (1) 18 ga.1/4-inch crown x 1-inch leg staple securing the Nominal 1x2 nailer of each female No.2 SYP lock or spaced One (1) 18 ga. 1/4- One (1) min. 1.75-inch x Max. One (1) 14 ga. 5/8- anchored to 16-inch o.c. securing inch crown x 1-inch 0.072-inch diameter 24F-6 16 inch Masonry inch long T nail rafter wilh one each panel lap Wood leg staple spaced 8- finishing nail with min. 80/-60 spaced 8-inch o.c. 1) 7d x 2.25- inch o.c. and securing 3/16-inch head spaced inch ring shank One (1) min. 1.75-inch each panel lap 16-inch o.c. nail 24-inch o.c. x 0.072-inch diameter finishing nail with min. 3/16-inch head spaced 4-inch o.c. ALC15001.3 FL12194-R6 Page 7 of 8 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix A Approved Systems for 24-inch overhang with J-Channel Wall Connection Center Connection Eave Connection System Panel MDP No. Width pso J-Channel Fascia CapBatten Attachment Batten Panel Attachment Substrate Panel Attachment Attachment Nominal 1x2 No.2 SYP scabbed between rafters with One (1) 18 ga.1/4- one (1) min. 2.25- inch crown x 1-inch Nominal 1x2 inch x 7d ring shank leg staple spaced No.2 SYP Three (3) 18 nail straight -nailed 12-inch o.c. anchored to ga.1/4-irich crown through the rafter securing each panel One (1) 18 ga. '/.- One (1) min. 1.75-inch Max. rafter Hnlh one x 1inch leg into the end of the lap inch crown 1-inchx x 0.072-inch diameter 24J-1 12-inch 1) min. 2:25- staples in diamond batten or two (2) Wood leg staple spaced finishing nail Nnlh min. t60 inch x 7d ring pattern spaced 16- min. 2.25-inch x 7d One (1) min. 1.75- 8-inch o.c. 3/16-inch head spaced shank nail inch o.c. ring shank nails toe- inch x 0.072-inch 12-inch o.c. 24-inch o.c. nailed on either side diameter finishing of the batten at nail with min. 3/16- each ballen/rafler inch head spaced intersection. Max. 4-inch o.c. rafter spacing is 24-inch o.c. . Nominal 1x2 No.2 SYP scabbed One (1) 18 ga.1/4- between rafters with inch crown x 1-inch one (1) min. 2.25- leg staple securing Nominal 1x2 inch x 7d ring shank the nailer of each No.2 SYP Three (3) 18 nail straight -nailed female lock or One (1) 18 ga. '/. anchored to ga.1/4-inch crown Through the rafter spaced 16-inch o.c. inch crown x 1-inch One ( 1) min. 1.75-inch Max. rafter with one x 1-inch leg into the end of the securing each panel leg staple spaced x 0.072-inch diameter 24J- 2 16- inch 1) min. 2.25- staples in diamond batten or two (2) lap Wood 8- inch o.c. and finishing nail with min. t53.3 inch x 7d ring pattern spaced 16- min. 2.25-inch x 7d securing each panel 3/ 16-inch head spaced shank nail inch o.c. ring shank nails loe- One (1) min. 1.75- lap 16- inch o.c. 24- inch.o.c. nailed on either side inch x 0.072-inch of the batten at diameter finishing each batten/rafter nail with min. 3/16- intersection. Max. Inch head spaced rafter spacing is 4-inch o.c. 24- inch o.c. ALC15001. 3 FL12194-R6 Page 8 of 8 This evaluation report is provided for Slate of Florida product approval under Rule 611320-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK ALUMINUM COILS, INC Soffits TECHNICAL SERVICES, LLC Appendix B INSTALLATION Note - Refer to the APPROVED SYSTEMS section of this report for additional installation details of a selected system and maximum design pressures limitations System No. I Installation Detail 112F-1 & 12 F-3 1•1111. 3/6" head Pia. nail wick, inn. 1W, engagentent(for wood substrate) or min. 0.097• aia. T-nall or st.ul, mill with miu. S/V eugagement(for concrace or bloelt substrate), spaced as noted above. ASCIA SLIP BOARD FASCIA TRIM SOFFIT (OVERHANG WIDTH VARIES) F" CHANNEL Hood, Concrete or Block Hall STAPLE -SOFFIT TO FASCIA BOARD #T50 3/8" X 3/8" STAPLE yf16" O.C. FASCIA LIP 1 /4" PAINTED S.S. 1 3/4' TRIM NAIL MIN. 5 NAILS PER 12' PIECE SOFFIT & FASCIA DETAIL ALC15001.3 FL12194-R6 Page 1 of 12 This evaluation report is provided for Slate of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail i":rBETWEEN SOFFIT STAPLE OPEN RAFTER i DIAMOND PATTERN 3/4` x t/a` 1 r ; DETAILCROWNSTAPLES1 USING A DIAMOND 1 _ _7ie DETWENI sr ai.[s PATTERN FACIA BOARD FASCIA CAP 12 F-2 3/4" X 1/4" CROWN FACIA BOARD 1-3/4- TRIM NAIL B" r'F' STAPLE ON CENTER 1-3/4` TRIM NAIL PAINTED S.S. CHANNEL CAN BE PAINTED S.S. 48" FASCIA CAPINSTALLEDWITHTHEO.C. NAILING FLANGE UP OR3/4` X 1/4" DOWN CROWN STAPLE SOFFIT -max. 12'-inch span WOOD SOFFIT SUBSTRATE SOFFIT & FASCIA DETAIL ALC15001.3 FL12194-R6 Page 2 of 12 This evaluation report is provided for Stale of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. IsCREEKTECHNICALSERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail OPEN RAFTER SOFFIT STAPLE GIST STNU; s ; DIAMOND PATTERN EDTAILLFACIABOARD ' ' /8' NEIvEENI STN'LES / 3/4' X 1/4- CROWN STAPLE "24" ON CENTER USING A DIAMOND PATTERN I FASCIA CAP 12J-1 3/4' X 1/4' CROWN B' 1-3/4TRIM NAIL FACIA BOARD CHANNEL 1-3/4" TRIM NAIL STAPLE ON CENTER FAINTED S.S. screwed to soEEit With one11) $a PAINTED S.S.48' FASCIA CAP 1/ 2" x 4/8" Bead O.C. diameter screw, 3/4' X 1/4' 16" o.c. CROWN STAPLE SOFFIT — max. 12-inch span SOFFIT WOOD OR BLOCK SOFFIT & FASCIA SUBSTRATE DETAIL ALC15001. 3 FL12194-R6 Page 3 of 12 This evaluation report is provided for Slate of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail I TRIM NAILFASCIA BOARD PAINTED SS. FASCIA CAP SOFFIr 1"A1- CROWN STAPLE OPEII RAFTER FASCIA BOARD 11 GA SIB' 1•NGLL 16F-1 SOFFIT & FASCIA 16F-5 DETAIL FASCIA CAP; REFER TO SOFFIT L FASCIA DETAIL F' CHANNEL--"" NANIIEL SOFFITi MAX. 16' SPAII MASOIIRY SUBSTRATE ALC15001.3 FL12194-R6 Page 4 of 12 This evaluation report is provided for Stale of Florida product approval under Rule 611320-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. I Installation Detail . . . I 16F-3 Min. 3/8" head die, nail, with min. 1!S" engAgement{for wocv] suhst,rate) or' min. 0•.097" did. T-nail or stub nail with min. 5/q'! oragagemont(for concreto or, block substrate), spaced 'as noted above. FASCIA SLIP BOARD FASCIA TRIM SOFFIT (OVERHANG WIDTH VARIES) F" CHANNEL Ward, Concrete or Block Wall STAPLE SOFFIT TO FASCIA BOARD #T50 3/8" X 3/8" STAPLE 16" O.C. FASCIA LIP 1 /4" LPAINTED S.S. 1 .3/4" TRIM NAIL MIN. 5 NAILS PER 12' PIECE SOFFIT & FASCIA DETAIL ALC15001.3 FL12194-R6 Page 5 of 12 This evaluation report is provided for Slate of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail 3/111; KnRa ` SOFFIT STAPLE OPEN RAFTER lTAPLEI 1 1 DIAMOND PATTERN 3/4" X 1/4" p ETAI LIuCROWNSTAPLES1j USING A DIAMOND t --r aio rvcrrl srw s PATTERN FACIA BOARD FASCIA CAP 16F-4 3/4" X 1/4" CROWN FACIA BOARD 1-3/q" TRIM NAIL 8" STAPLE ON CENTER 1-3/4" TRIM NAIL PAINTED S.S. T_T- CHANNEL CAN 13E PAINTED S.S. 48" FASCIA CAP INSTALLED WITH THE D.C. NAILING FLANGE UP OR 3/4" X 1/4" DOWN CROWN STAPLE SOFFIT—max. 16-inch span WOOD SOFFIT SUBSTRATE SOFFIT & FASCIA D ETAI L ALC15001.3 FL12194-136 Page 6 of 12 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC System No. I Installation Detail Z. USDIG A 16F-2 $ PAT SOFF I OFFII 16F- 6 I ounonn F' CH) SUBS] ALUMINUM COILS, INC Soffits Appendix B 1 I' TRIM NAIL I FASCIA BOARD PAII] TEU .5. FASCIA CAP SOFFIT 1' c!' CROWN STAPLE AFTER BOARD SOFFIT & FASCIA DETAIL CAP; REFER FIT L FASCIA 8 MAX. 16' I SOFFIT STAPLE OIAMOVO PATTERN ALC15001. 3 FL12194-R6 Page 7 of 12 This evaluation report is provided for Stale of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC System No. I Installation Detail 116J-1 OPEN RAFTER 3/4- X 1/4- CROWN STAPLE "24- ON CENTER USING A DIAMOND PATTERN ALUMINUM COILS, INC Soffits Appendix B SOFFIT STAPLE DIAMOND PATTERN I II FACIA BOARD 1A y_ vr KTWEE / DETAIL STAPLES ASCIA CAP L— 3/4" X 1/4' CROWN STAPLE "B' ON CENTER FACIA BOARD t-3/4' TRIM NAIL CHANNEL 1-3/4- TRIM NAIL PAINTED S.S. PAINTED S.S. 48' FASCIA CAP O.C. 3/4" X 1/4"' CROWN STAPLE WOOD OR BLOCK SUBSTRATE SOFFrr—max. 16-inch span SOFFIT — SOFFIT & FASCIA D ETAI L ALC15001.3 FL12194-R6 Page 8 of 12 This evaluation report is provided for Stale of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREED{ TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail I I" TAW HAIL I FASCIA BOARD PANNIED S.S. 1'et' CROWN FASCIA CAP STAPLES SOFFIT USING A DIAMOND PATTERN; REFER TO 1'rt' CROWN STAPLE SOFFIT STAPLE DIAMOND PA TIERN DETAIL UJI 1 t' TRIM NAIL FASCIA BOARD PAINTED S.S. SOFFIT & FASCIA DETAIL 24F-1 & 24F-4 I-q' CROWN STAPLE -- FASCIA [AP; REFER TO SOFFIT L FASCIA \ DETAIL Nominal SYP j B,1 n hoBallenAnrhore0 SOFFIT; MAX. IL- I IF-CHANNEL IIoneidRingRingShankNeilatSank every Rafter — WOOD SUBS TRATC SOFFIT STAPLE DIAMOND PATTERN ALC15001.3 FL12194-R6 Page 9 of 12 This evaluation report is provided for Slate of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, inslallption, recommended use, or oilier product attributes that are not specifically addressed herein. CREED{ TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail 1 i" TRIM NAIL FASCIA BOARD PAINTED S.S. 1•1' SMOOTH SHANK FASCIA CAP g00F NAILS SOFFI Prf' CROWN STAPLE I TRIM NAIL FASCIA BOARD PAINTED S.S. SOFFIT & FASCIA 24F-2 8 DETAIL 24 F-5 I-q- CROWN STAPLE FAS(IA CAP: REFER 10 SOFFIT i FASCIA RETAIL Nominal 1'.2' SYP Gallen Anrhored to SOFFIT; MAX. 24' IF -CHANNEL 0at,ers vilh one ld Ring Sh.nh Nad at every Rifler WOOD SUBSTRATE ALC15001.3 FL12194-R6 Page 10 of 12 This evaluation report is provided for Slate of Florida product approval under Rule 611320-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, Installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail I P' TRIM 1FASCIA BOARD PAUITEOlTED S.S. S.S. 146A i' r-IIAILS FASCIA CAP SOFFIT 1'+ 1' CROWN STAPLE I I- TRIM NAIL4.'.r. FASCIA BOARD PAINTED S S. SOFFIT & FASCIA DETAIL 24F- 3 & 24 F-6 FASCIA CAP, REFER 10 SOFFIT i FASCIA DECAII Ila Inal 1'a2' SYPBelle„ An,hored to. F• CHANNEL Ratters with one 1d Ring Shank Nall at every Haller MASONRY ALC15001. 3 FL12194-R6 Page 11 of 12 This evaluation report is provided for State of Florida product approval under Rule 611320-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail I t" TRIM NAIL FASCIA BOARD PAIN IEll S.S. 1'j' CROWN FASCIA CAP STAPLES SOFFITUSIN5A0IAMOIIO' PATTERN; REFER TO CANTILEVERED I"' CROWN STAPLE SOFFIT STAPLE RAFTER DIAN0110 PAIIIRN DETAIL FASCIA BOARD SOFFIT & FASCIA I ' TRIM NAIL PAINIEO S.S. DETAIL 24J-1 & I"rl' CROWN STAPLEr_ 24J-2 FASCIA CAP; REFER 10 SOFFIT I FASCIA DETAIL Nominal I' x 2' SYP battens 9 scabbed between'ralten; arul SOFFIT; MAX. IA' 3/8'1J-CHANNEL secured with one (1) 7d ring f Ithanknailstraight -nailed through the rafter Into the and WOOD SUBSTRATE of the batten or Iwo (2) 70 ring shank nails toe-naied an either side of the bollern el Ute batlerVrarter tnh)rseelbn SOFFIT STAPLE DIAMOND PATTERN ALC15OO1.3 FL12194-R6 Page 12 of 12- This evaluation report is provided for Slate of Florida product approval under Rule 61132O-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC DESIGN WIND LOADS ALUMINUM COILS, INC Soffits Appendix C The following tables provide design wind loads for components and cladding in accordance with Section 1609 of the FBC and ASCE 7-10 under the following provisions: 1. Wind speeds for risk category 1, 11, III, and IV buildings shall be as defined in Section 1609 of the FBC. 2. Exposure B, C, and D shall be as defined in section 1609 of the FBC. 3. Design wind loads are provided only for walls/soffits with a mean roof height less than or equal to 604 4. All calculations are based on an effective wind area of 10-ft2 or less. 5. Topographic factors such as escarpments or hills have.been excluded from the analysis. 6. Wind directionality factor, Kd = 0.85 7. V„ ii is shown in the tables below. Design pressures are multiplied by 0.6 in accordance with Section 1609.1.3 of the FBC. 8. Projects with mean roof heights greater than 60-ft shall be evaluated by a licensed design professional. 9. Zones 4 and 5 shall be defined as shown below. Dimension "a" shall be 10% of the least horizontal dimension or (0.4 x Mean Roof Height), whichever is smaller, but not less than either 4% of the least horizontal dimension or 3-ft. ALC15001.3 FL12194-R6 w Page 1 of 4 This evaluation report is provided for Slate of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix C i; i ,c_ _ti;. ;fir • ri`y,.. - - ,...Sdj• - - s - l = i - ;. y' - >c; i ,!. A„-vs,r nr . , - _ - _ _ _ : t., ,; -. Dsri'Wind.Rressures'fdfiSoffits in,Ex osu e i1- {. d-r" - •a ihh J!_-.lJ.•i'Xi. .•1 _r.;. J.: ''-, _o , 4.i'.rs!:-. •c-F4 -- - r ., ec`;Qa• r!:..i•]" s . jfi.. raZone J Typeis f,:" °R, l_=:;' zr,p.r-Meari; tu-- r" Y y T: i F Roof: Fu, F'1 ,,,'>•r,r Het ht: ft'• r.. • r i --- ,; :.c is{?;(,?.., ),x_ f .3'"t.: .Y:._••_r..,.,•:a;.'. Vd:. Basic INiiiii-.S eeii x;; o-•; te, ,r ; .r .: mph , fir. r+. t?..;•. r r 120" r , s a. 4 k: T 4. ' hJ r; 130; r4 K: v .:;, r', •. r 140-•+ tr ..;a.. r -,. 150.; a.,.;; w,,;, iR.4e"an t .. J ,•:+. a- 3r•i a'<_,, r rh : " v,:,; 1c,."-:. • ir1 •.. :. s 20 16.9 19.8 22.9 26.3 30.0 33.8 37.9 42.2 46.8 25 16.9 19.8 22.9 26.3 30.0 33.8 37.9 42.2 46.8 30 16.9 19.8 22.9 26.3 30.0 33.8 37.9 42.2 46.8 4 40 18.3 21.5 24.9 28.6 32.5 36.7 41.2 45.9 50.8 50 19.5 22.9 26.5 30.5 34.7 39.1 43.9 ' 48.9 54.1 Enclosed 60 20.5 24.0 27.8 32.0 36.4 41.1 46.0 51.3 56 8 Negative Loads) 20 20.8 24.4 28.3 32.5 37.0 41.7 46.8 52.1 57.8 25 20.8 24.4 28.3 32.5 37.0 41.7 46.8 52.1 57.8 30 20.8 24.4 28.3 32.5 37.0 41.7 46.8 52.1 57.8 5 40 22.6 26.5 30.7 35.3 40.1 45.3 50.8 56.6 62.7 50 24.1 28.2 32.8 37.6 42.8 48.3 54.1 60.3 66.8 60 25.3 29.6 34.4 39.5 44.9 50.7 56.8 63.3 70.1 20 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 25 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 30 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 4 40 11.7 13.8 16.0 18.3 20.8 23.5 26.4 29.4 32.5 50 12.5 14.7 17.0 19.5 22.2 25.1 28.1 31.3 34.7 Enclosed 60 13.1 15.4 17.8 20.5 23.3 26.3 29.5 32.9 36.4 Positive Loads) 20 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 25 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 30 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 5 40 11.7 13.8 16.0 18.3 20.8 23.5 26.4 29.4 32.5 50 12.5 14.7 17.0 19.5 22.2 - 25.1 28.1 31.3 34.7 60 13.1 15.4 17.8 20.5 23.3 26.3 29.5 32.9 36.4 ALC15001. 3 FL12194-136 Page 2 of 4 This evaluation report is provided for State of Florida'. product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREED{ TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix C n;Wind;Pressures;foF;Softs:ir'Ex osure'C'.kr L•,-_r..-Jwr_.i_'1 BuiIdIh9_ W Zone's; 1Mpaw., tRbo f.°r„::r y'i.; f-- b .:. _ _ 4 ^ v :ti,r, .r,iBasic Wind IS eed Sf - - m h u,;- - - Y ::• Fti.: _ 120 -r -r.•.,140,150 f-.f•: z. i., y_ ; ;,t,• t„2. x k.::.:• ; .• T :. iv rr '.i -'.' 160, ,Y; 7.:':}..-' 1,70` c`zx` z"x L i•. rr-f.•;.Y^+ 180tw' bI 190 e:^_ h20`0 y( w 20 21.7 25.4 29.5 33.8 38.5 43.5 48.7 54.3 60.2 25 22.6 26.6 30.8 35.4 40.2 45.4 50.9 56.7 62.8 30 23.6 27.7 32.1 36.9 41.9 47.3 53.1 59.1 65.54 40 25.0 29.4 34.1 39.1 44.5 50.2 56.3 62.7 69.5 50 26.2 30.8 35.7 41.0 46.6 52.6 59.0 65.8 72.9 Enclosed 60 27.2 31.9 37.0 42.5 48.3 54.6 61.2 68.2 75.5 Negative Loads) 20 26.7 31.4 36.4 41.8 47.5 53.7 60.2 67.0 74.3 25 27.9 32.8 38.0 A3.6 49.6 56.0 62.8 70.0 77.6 30 29.1 34.2 39.6 45.5 51.8 58.4 65.5 73.0 80.9 5 40 30.9 36.3 42.1 48.3 54.9 62.0 1 -69.5 77.5 85.8 50 32.4 38.0 44.1 50.6 57.6 65.0 72.9 81.2 89.9 60 33.6 39.4 45.7 52.5 59.7 67.4 75.5 84.2 93.2 20 13.9 16.3 18.9 21.7 24.7 27.9 31.2 34.8 38.5 25 14.5 17.0 19.7 22.6 25.8 29.1 32.6 36.3 40.3 30 15.1 17.7 20.6 23.6 26.9 30.3 34.0 37.9 42.0 4 40 16.0 18.8 21.8 25.1 28.5 32.2 36.1 40.2 44.5 50 16.8 19.7 22.9 26.3 29.9 33.7 37.8 42.1 46.7 Enclosed 60 17.4 20.5 23.7 27.2 31.0 35.0 39.2 43.7 48.4 Positive Loads) 20 13.9 16.3 18.9 21.7 24.7 27.9 31.2 34.8 38.5 25 14.5 17.0 19.7 22.6 25.8 29.1 32.6 36.3 40.3 30 15.1 17.7 20.6 23.6 26.9 30.3 34.0 37.9 42.0 5 40 16.0 18.8 21.8 25.1 28.5 32.2 36.1 40.2 44.5 50 16.8 19.7 22.9 26.3 29.9 33.7 37.8 42.1 46.7 60 17.4 20.5 23.7 27.2 31.0 35.0 39.2 43.7 48.4 ALC15001.3 FL12194-R6 Page 3 of 4 This evaluation report is provided fog Stale of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which (his report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix C 1 ` __ __ - .•4 ,',• _ _ ',,i :•_3+ -fit-/?`%F. _ _.. d/'r-..%,',:•'f:' ,!., i'-/'`_• i . ` •' .''- _ ;•,rf •:;r; _Design INind P.ressures fo,Soff'ts.In Exposure D'- + yrr r•^,;` _ = J I A +fJ' Td,^.O ' -.: - 1'• 1 4 eui din '= r: 9 - TYPg. ys G 1w 'j'. n ,.'in %$' f'z 1_ Zone, r.._ T hi . .t t'•',Mean:< 1: ti4'' R tel"Ilf ff it 1-'.nvii •,T,-l.r. F j`.{J+ rvS.., "h lftfs +,:c r,• ?' _.l.1•, .Basic Wind'S'eed m 3•y,a,l ` _ cu r+' •t r .^ i,) 130,' +! lC NyM1.., -'4 •.hti Dss,1,40srr-1 j Aj•' t`._ •v. ..f s`•' kM :v ! L-•h i": •i; - - i. 160' s:.. o u.•' „ c:e-- i i' • 170{ .. y •ta { w i'_ _3i's: i-. F,: bC,*,ar180 - t'.i-•e. ti•_ F190r%f i. 200, E: 20 26.0 30.5 35.4 40.6 46.2 52.2 58.5 65.2 72.2 25 27.0 31.6 36.7 42.1 47.9 54.1 60.6 67.6 74.9 30 27.9 32.8 38.0 43.6 49.6 56.0 62.8 70.0 77.5 4 40 29.4 34.5 40.0 45.9 52.2 58.9 66.1 73.6 81.6 50 30.6 35.9 41.6 47.8 54.3 61.3 68.8 76.6 84.9 Enclosed 60 31.5 37.0 42.9 49.3 56.1 63.3 70.9 79.0 87.6 Negative Loads) 20 32.1 37.7 43.7 50.1 57.0 64.4 72.2 80.4 89.1 25 33.3 39.1 45.3 52.0 59.2 66.8 74.9 83.4 92.4 30 34.5 40.4 46.9 53.8 61.3 69.2 77.5 86.4 95.7 5 40 36.2 42.5 49.3 56.6 64.4 72.7 81.5 90.9 100.7 50 37.7 44.3 51.4 58.9 67.1 75.7 84.9 94.6 104.8 60 38.9 45.7 53.0 60.8 69.2 78.1 87.6 97.6 108.1 20 16.7 19.5 22.7 26.0 29.6 33.4 37.5 41.7 46.3 25 17.3 20.3 23.5 27.0 30.7 34.7 38.9 43.3 48.0 30 17.9 21.0 24.3 27.9 31.8 35.9 40.2 44.8 49.7 4 40 18.8 22.1 25.6 29.4 33.4 37.8 42.3 47.2 52.2 50 19.6 23.0 26.7 30.6 34.8 39.3 44.1 49.1 54.4 Enclosed 60 20.2 23.7 27.5 31.6 35.9 40.5 45.4 1 50.6 56.1 Positive Loads) 20 16.7 19.5 22.7 26.0 29.6 33.4 37.5 41.7 46.3 25 17.3 20.3 23.5 27.0 30.7 34.7 38.9 43.3 48.0 30 17.9 21.0 24.3 27.9 31.8 35.9 40.2 44.8 49.7 5 40 118.8 22.1 1 25.6 1 29.4 1 33.4 1 37.8 42.3 47.2 52.2 50 19.6 23.0 26.7 30.6 34.8 39.3 44.1 49.1 54.4 60 20.2 23.7 27.5 31.6 35.9 40.5 45.4 50.6 56.1 ALC15001.3 FL12194-R6 Page 4 of 4 This evaluation report is provided for Stale of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC 3/8" F-Channel 3/8" 1 3/4" 3/8" J-Channel 1/8" HEM T7 3/4" I—-- 3/8" ALC15001.3 FL12194-R6 ISOMETRIC VIEW 3/8" PROFILE ISOMEIRIC VIEW 3W PROFILE ALUMINUM COILS, INC Soffits Appendix D Page 1 of 4 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK 1040 TECHNICAL SERVICES, LLC Fascia S 3/4" 7/8" 1/8" HEM 6"FASCIA 7" BLANK 1/4" ISOMETRIC VIEW ALUMINUM COILS, INC Soffits Appendix D ALC15001.3 FL12194-R6 Page 2 of 4 This evaluation report is provided for Stale of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product altribules that are not specifically addressed herein. CREED{ TECHNICAL SERVICES, LLC 16" Q4 Soffit 025r"P 0125'M1r 18" BLANK 3, / 6 PROFILE 2 1 W W a 0000 ooaa oaoaa aaaa ALUMINUM COILS, INC Soffits Appendix D ALC15001.3 FL12194-R6 Page 3 of 4 This evaluation report is provided for Stale of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC 12" T4 Soffit 3 1/8" 7/8" 3 1/8" 7/8" 3 1/8" 5/16" 1/1" 1/2" 1/2" 1/2" 1/2" 1/r 3/e" 0 25' TYP 0 t25'TP 13.75" BLANK 3/8" PROFILE 2177REF 0 5V ryp o o oa oao aoaoo r_io ao= Norio ALUMINUM COILS, INC Soffits Appendix D END OF REPORT ALC15001.3 FL12194-R6 ,Page 4 of 4 This evaluation report is provided for Stale of Florida product approval under Rule 61G20-3. The manufacturer sliall notify CREEK Technical Services, LLC-of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. Florida Building Code Online Page 1 of 3 f , it fr Business & Professional o Ii BCIS Home Lop In I User Registration I Hot Topic Submit surcharge I Stats 6 Facts Publications FBC Stall BCIS Site Map Links Search 0(1 Product Approval 115- USER: Public User Product Approval Menu > Product or Apolication Search > Application List > Application Detail FL # FL7006-R10 Application Type Revision Code Version 2017 Application Status Approved Approved by DBPR. Approvals by DBPR shall be reviewed and ratified by the POC and/or the Commission if necessary. Comments Archived Product Manufacturer IKO Industries, Ltd Address/Phone/Email 40 Hansen Road South Brampton, NON -US L6W 3114 708) 496-2800 Ext 200 rmetzOO1@tampabay.rr.com Authorized Signature Robert Metz rmetzOOI@tampabay.rr.com Technical Representative Bob Metz Address/Phone/Email REMCO of Pinellas 456 Avila Circle NE Saint Petersburg, FL 33703 727) 776-5261 rmetz001@tampabay.rr.com Quality Assurance Representative Don Shaw Address/Phone/Email IKO Industries LTD 120 Hay Rd. Wilmington, DE 19808 717) 579-6706 don.shaw@iko.com Category Roofing Subcategory Asphalt Shingles Compliance Method Certification Mark or Listing Certification Agency FM Approvals - CER Validated By Locke Bowden G Validation Checklist - Hardcopy Received Referenced Standard and Year (of Standard) Standard Year ASTM D3161 modified to 110 mph 2016 ASTM D3462 2010 ASTM D7158 Class H 2O11 ASTM E108 2011 Equivalence of Product Standards Certified By hnps://vA,NAr.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQ A tDgse7mYBd2b3K... 2/6/2018 Florida Building Code Online Page 2 of 3 Product Approval Method Method 1 Option A Date Submitted 10/08/2017 Date Validated 10/30/2017 Date Pending FBC Approval Date Approved 11/01/2017 Summary of Products FL # Model, Number or Name Description 7006.1 Cambridge, Cambridge HD, Laminated architectural fiberglass asphalt shingle Biltmore and Biltmore HD manufactured at IKO's Kankakee, IL; Hawkesbury, Ont.; Wilmington, DE; Sylacauga,AL and Toronto, Ont. plants Limits of Use Certification Agency Certificate Approved for use in HVHZ: Yes FL7006 R10 C CAC Letter - ASTM D3161 letter - (9-26- 2017) from FM.DdfApprovedforuseoutsideHVHZ: Yes Impact Resistant: N/A FL7006 R10 C CAC Letter - ASTM D3462 letter - (9-26- 2017).odfDesignPressure: N/A Other: FL7006 R10 C CAC Letter - ASTM E108 letter - (9-26- 2017).Ddf Quality Assurance Contract Expiration Date 12/31/2020 Installation Instructions FL7006 R10 II IKO-187-02-01 Letter - Installation Instructions for FBC FL7006.pdf Verified By: Duc T Nguyen 65034 Created by Independent Third Party: No Evaluation Reports Created by Independent Third Party: 7006.2 Hip and Ridge 12 Cap This is a 12" x 12" fiberglass asphalt shingle used to cover the hip and/or ridge of an asphalt shingle roof system manufactured at IKO's Kankakee, IL, Toronto, Ont. and Brampton, Ontario plants. Limits of Use Certification Agency Certificate Approved for use in HVHZ: Yes FL7006 R10 C CAC ASTM D 3462 - Shingle letter Surveillance Audit Location - (6-28-2017).DdfApprovedforuseoutsideHVHZ: Yes Impact Resistant: N/A FL7006 R10 C CAC Letter - ASTM D3161 letter - (9-26- 2017) from FM.odfDesignPressure: N/A Other: FL7006 R10 C CAC Letter -ASTM D3462letter -(9-26- 2017). Ddf FL7006 R10 C CAC Letter - ASTM E108 letter - (9-26- 2017). odf Quality Assurance Contract Expiration Date 12/ 31/2020 Installation Instructions FL7006 R10 11 Hio and Ridge Cap Shingle Installation Instructions. odf FL7006 R10 II IKO-187-02-01 Letter - installation Instructions for FBC FL7006.pdf Verified By: Duc T Nguyen PE 65034 Created by Independent Third Party: No Evaluation Reports Created by Independent Third Party: 7006. 3 Leading Edge Plus Asphalt Shingle One piece fiberglass asphalt shingle used as a starter strip at Starter Strip the bottom of a roof system manufactured in Brampton and Hawkesbury, Ontario plants Limits of Use Certification Agency Certificate Approved for use-in-HVHZ: Yes FL7006 R10 C CAC Letter - ASTM D3161 letter - (9-26- 2017) from FM.odf ApprovedforuseoutsideHVHZ: Yes Impact Resistant: N/A FL7006 R10 C CAC Letter - ASTM D3462 letter - (9-26- 2017). Ddf DesignPressure: N/A Other: FL7006 R10 C CAC Letter - ASTM E108 letter - (9-26- 2017). Ddf Quality Assurance Contract Expiration Date 12/ 31/2020 Installation Instructions FL7006 R10 11 IKO-187-02-01 Letter - Installation Instructions for FBC FL7006.odf FL7006 R10 II Roofino-Products- Lead ing- Edge- Plus- Aoulication- EN(1). odf Verified By: Duc T Nguyen PE 65034 Created by Independent Third Party: No Evaluation Reports Created by Independent Third Party: I https://, NA,. floridabulldlnc,. org/pr/pr_app_dtl.aspx?param=wGEVXQ-,ArtDgse7mYBd2b3 K... 2/6/2018 Florida Building Code Online Page 3 of 3 7006.4 I Marathon Plus AR, Superglass Plus I 3 tab fiberglass asphalt shingle manufactured at IKO's AR Brampton, Ontario, Hawkesbury Ont., Toronto, Ont.; Sylacauga, AL and Kanakakee, IL plants Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: Certification Agency Certificate FL7006 R10 C CAC Letter -ASTM D3161 let ter - (9-26- 2017) from FM,Ddf FL7006 R10 C CAC Letter - ASTM D3462 letter - (9-26- 2017).Ddf FL7006 R10 C CAC Letter - ASTM E103 letter - (9-26- 2017).Ddf Quality Assurance Contract Expiration Date 12/20/2020 Installation Instructions FL7006 R10 II IKO-167-02-01 Letter - Installation Instructions for FBC FL7006.Ddf Verified By: Duc T Nguyen 65034 Created by Independent Third Party: No Evaluation Reports Created by Independent Third Party: Back Hezt Contact Us :: 2601 Blair Stone Road. Tallahassee FL 32399 Phone: 850-487-1824 The State of Florida is an AA/EEO employer. Coovrioht 2007-2013 State of Florida.:. Privacy Statement :' Acce-ibillty Statement :, Refund Statement Under Florida law, email addresses are public records. If you do not want your e-mail address released in response to a public-reCprds request, do not send electronic mad to this entity. Instead, contact the office by phone or by traditional mall. If you have any questions, please contact 850.487 1395. -Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address If they have one. The emalls provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine if you are a licensee under Chapter 455, F.S., please click here,. Product Approoval Accepts: LF ® Crept Card Safe https://"f.floridabuilding.oralprlpr_app_dtl.aspx?param=NA,GEVXQwtDgse7mYBd2b3K... 2/6/2018 CONSTRUCTION MATERIALS TECHNOLOGIES October 27, 2017 IKO Industries, Ltd 120 Hay Rd. Wilmington, DE 19809 Re: FBC FL7006 Sir(s), PRI Construction Materials Technologies has completed a technical review and attached sealed shingle instructions in compliance the 2017 Florida Building Code. This review was completed based on the receipt of following evidence from IKO Industries, Ltd: 1) IKO Shingle Application Instructions — 3-Tab Shingles EN-3Tab_Appins_8AGXEFS-2012-11_reformatted 2013-02-rev07/13-Florida) 2) IKO Laminated Shingles Application Instructions EN-Laminated_Appins_8TTEFS-2012-04_reformatted 2013-02-rev07/13-Florida) 3) IKO Hip and Ridge 12 Application Instructions EN -Hipand Ridge 12_3HRTri-2013-08_reformatted 2013-08) 4) IKO Leading Edge Plus Shingle Application Instructions EN-3LEP-Tri-2012-06—reformatted 2013-03) 5) ASTM D3161 Test Report (FM Approvals Project No. 3040947) The attached instructions should be used in conjunction with the published manufacturer's application instructions and applicable code. In the event the instructions conflict, these instructions shall govern. Statement of Independence: PRI Construction Materials Technologies and/or Duc T. Nguyen, FL P.E. do not have nor plan to acquire a financial interest in any company manufacturing or distributing products for which the test reports are issued. Signed: ,/ / /' ( Signed Brad Grzybol ski Managing D1 rector Date: October 27, 2017 Date: Attachments: A) IKO Shingle Application Instructions - 3-Tab B) IKO Laminated Shingles Application Instructions C) IKO Hip and Ridge 12 Application Instructions D) IKO Leading Edge Plus Application Instructions IKO-187-02-01 Du T.M lu en " Florida RibVS ered.Professional Engineer P.E. Number: 65034 October 27, 2017 PRI Construction Materials Technologies, U.C. 6412 Badger Dnve Tampa, FL 33610 Tel: 813-621-5777 Fax: 813-621-5B40 e-mail: matenalstesbng@pncmLcom WebSite http./Awnx.pncmt.com IKO Installation Instructions for Asphalt Shingles Page 2 of 5 IKO Shingle Application Instructions — 3-Tab Shingles ASTM D3161, Class F — IKO Marathon 25 AR and CRC Superglass M25AR) NOTE: THESE INSTRUCTIONS SHALL BE USED IN CONJUCTION WITH IKO'S PUBLISHED APPLICATION INSTRUCTIONS AND THE APPLICABLE CODE. IN THE EVENT THE INSTRUCTION CONFLICT, THESE INSTRUCTIONS WILL GOVERN. ROOF DECK: Solidly sheathed and fastened deck conforming to 2017 FBC. UNDERLAYMENT: Applied in accordance with building code requirements. For areas where the roof slope is less than 4" per foot down to 2" per foot, use 2 layers of underlayment conforming to building code requirements, the first sheet overlapping the eave protection by 19", followed by full 36" widths overlapping each preceding course by 19" or other Approved underlayments in accordance with the qualified application instructions. ' For areas where the roof slope is 4" per foot or greater, cover the deck with one ply of underlayment laid parallel to the eaves, with 2" horizontal laps and 4" end laps. Apply metal drip edges on top of any underlay along rake edges and directly to the deck along eaves in accordance with building code requirements. NAILING: Use galvanized (zinc coated) roofing nails, 11 or 12 gauge, with at least 3/8" diameter heads, long enough to penetrate through plywood or 3/4" into boards. Use 4 nails per shingle placed 6-1/8" above the butt edge, approx. 1" and 13" from each end and 1/2" above each cutout. Drive nails straight so that nail head is flush with, but not cutting into shingle surface. NAILING ON STEEP SLOPES: For steep slopes of 21" per foot (600) or more, use 6 nails per shingle placed as shown below. Ensure that no nail is within 2" of a joint/cutout of the underlying shingle. Seal down each shingle at time of application with three 1" diameter (approx. size and thickness of a quarter) spots of asphalt plastic cement placed under the shingle 2" above the bottom edge and equally spaced along the shingle. Apply plastic cement in moderation since excessive amounts may cause blistering. CAUTION: Shingles should seal to the underlying course when the factory applied asphalt sealant is sufficiently warmed by the heat of direct sunlight. EXPOSURE: Installed shingles shall have a maximum average exposure of 5-5/8". STEEP SLOPES T SEALING STRIP6-1 I • • • — bvs NAILS NAILS DO NOT NAIL INTO OR ABOVE THE SEALING STRIP PRI Construction Materials Technologies, LLC. 6412 Badger Drive Tampa, FL 33610 Tel: 813-621-5M Fax. 813-621.5840 e-mail. matenalstesting@pricmLcom WebSlte. hrtp./Awnv.pncmtcom IKO Installation Instructions for Asphalt Shingles Page 3 of 5 IKO Laminated Shingles Application Instructions ASTM D3161, Class F — Cambridge, Cambridge HD, and CRC Biltmore AR) NOTE: THESE INSTRUCTIONS SHALL BE USED IN CONJUCTION WITH IKO'S PUBLISHED APPLICATION INSTRUCTIONS AND THE APPLICABLE CODE. IN THE EVENT THE INSTRUCTION CONFLICT, THESE INSTRUCTIONS WILL GOVERN. ROOF DECK: Solidly sheathed and fastened deck conforming to 2017 FBC. UNDERLAYMENT: Applied in accordance with building code requirements. For areas where the roof slope is less than 4" per foot down to 2" per foot, use 2 layers of underlayment conforming to building code requirements, the first sheet overlapping the eave protection by 19", followed by full 36" widths overlapping each preceding course by 19" or other Approved underlayments in accordance with the qualified application instructions. For areas where the roof slope is 4" per foot or greater, cover the deck with one ply of underlayment laid parallel to the eaves, with 2" horizontal laps and 4" end laps. Apply metal drip edges on top of any underlay along rake edges and directly to the deck along eaves in accordance with building code requirements. NAILING: Use galvanized (zinc coated) roofing nails, 11 or 12 gauge, with at least 3/8" diameter heads, long enough to penetrate through plywood or 3/4" into boards. Use 4 nails per shingle placed in the nail line 7-3/8" below the top edge, approx. 1" and 13" in from each end. Drive nails straight so that nail head is flush with, but not cutting into shingle surface. NAILING ON STEEP SLOPES: For steep slopes of 21" per foot (60°) or more, use 6 nails per shingle placed as shown below. Ensure that no nail is within 2" of a joint/cutout of the underlying shingle. Seal down each shingle at time of application with three 1" diameter (approx. size and thickness of a quarter) spots of asphalt plastic cement placed under the shingle 2" above the bottom edge and equally spaced along the shingle. Apply plastic cement in moderation since excessive amounts may cause blistering. CAUTION: Shingles should seal to the underlying course when the factory applied asphalt sealant is sufficiently warmed by the heat of direct sunlight. EXPOSURE: Installed shingles shall have a maximum average exposure of 5-7/8". NAIL LINE 6 3lat 1 NAILING - STEEP SLOPES APPLICATION Use six nails as shown CEMENT PROPER APPLICATION REQUIRES THAT THE NAILS PENETRATE BOTH THE OVERLAY AND UNDERLAY PORTIONS OF THE SHINGLE PRI Construction Matenals Technologies, LLC. 6412 Badger Drive Tampa, FL 33610 Tel: 813-621.5777 Fax• 813-621.5840 e-mail materialsteshng@pricrntcom WebSite' http:/Aw".pdcmt.com IKO Installation Instructions for Asphalt Shingles Page 4 of 5 IKO Hip and Ridge 12 Application Instructions ASTM D3161, Class F — IKO Hip and Ridge 12) NOTE: THESE INSTRUCTIONS SHALL BE USED IN CONJUCTION WITH IKO'S PUBLISHED APPLICATION INSTRUCTIONS AND THE APPLICABLE CODE. IN THE EVENT THE INSTRUCTION CONFLICT, THESE INSTRUCTIONS WILL GOVERN. Cut hip and ridge shingles into thirds, using.the perforation marks as a cutting guide. These shingles are designed for a 5 1/8" (130 mm) exposure. (For a neater appearance, the top of each side of each piece has been factory trimmed on a 1" (25 mm) taper (see drawing). Bend each piece over the hip or ridge, and nail 5 5/8" (143 mm) above the butt edge 1" (25 mm) in from each edge, exposing each piece 5 1/8" (130 mm). Apply hip pieces starting at the lower end of the hip, working up toward the ridge. On hip roofs, apply ridge pieces starting at each end, meeting in the middle. On gable roofs, apply ridge pieces starting at the end opposite to the prevailing wind direction and continue to the other end. Note: To obtain a three-dimensional effect, (which is recommended, but not required), apply hip and ridge shingles double thickness by stacking 2 pieces on top of one another, the lower piece extending about 3/4" (19 mm) further than the top piece (see diagram). The final shingle should be set in cement, and the exposed nail heads of the final shingle should be covered with cement. Prior to application in cold weather, storing the shingles in a heated area will allow for easier bending. NOTE: SHINGLES MUST BE APPLIED PROPERLY. THEY ARE DESIGNED FOR USE AS HIP AND RIDGE SHINGLES ONLY, AND SHOULD NOT BE USED FOR ANY OTHER APPLICATIONS. WE ASSUME NO RESPONSIBILITY FOR LEAKS OR DEFECTS RESULTING FROM POOR APPLICATION OR FAILURE TO PROPERLY PREPARE THE SURFACE TO BE ROOFED OVER, OR FAILURE TO PROVIDE PROPER VENTILATION IN ACCORDANCE WITH MINIMUM PROPERTY STANDARDS REQUIREMENTS. REVIEW ALL APPLICABLE BUILDING CODES, MINIMUM PROPERTY STANDARDS, AND REQUIREMENTS PRIOR TO APPLYING THESE SHINGLES USING THESE APPLICATION INSTRUCTIONS. r 1 TA -EA CUT PRI ConstruMon Materials Technologies, U.C. 6412 Badger Drive Tampa, FL 33610 Tel: 813-621.5M Fax 813-621-5840 e-mail: materialstes6ng@priCmLC0m WebSite: http./Iwww.pricmt.com IKO Installation Instructions for Asphalt Shingles Page 5 of 5 IKO Leading Edge Plus Application Instructions ASTM D3161, Class F — IKO Leading Edge Plus) NOTE: THESE INSTRUCTIONS SHALL BE USED IN CONDUCTION WITH IKO'S PUBLISHED APPLICATION INSTRUCTIONS AND THE APPLICABLE CODE. IN THE EVENT THE INSTRUCTION CONFLICT, THESE INSTRUCTIONS WILL GOVERN. 1. . Apply any underlayment, eave protection, valley flashings, or drip edges to roof deck as required 2. Each 39 3/8" x 13 1/4" (1000 mm x 336 mm) IKO Leading Edge Plus strip is perforated lengthwise for separation into two (2) shingles. Take one IKO Leading Edge Plus strip and fold flat at perforation to separate. 3. Take one of the separated shingles 39 3/8" x 6 5/8" (1000 mm x 168 mm) and remove approximately 20"(500 mm). Install this shingle on the lower left corner of the roof deck, granule side up, with the factory installed sealant adjacent to the eaves. The shingle should overhang the rake edge and eaves by a nominal 1/4" (6 mm) minimum. Fasten the shingle to the roof deck with nails located 3" to 4" (75 mm to 100 mm) from the eave edge and 1" (25 mm) in from each end. 4. Take the leftover 20" (500 mm) piece shingle. Rotate the piece and align it vertically up the rake edge with the factory installed sealant adjacent to the outer edge of the roof. The shingle should overhang the rake edge by a nominal 1/4" (6 mm) minimum. Fasten the shingle to the roof deck with fasteners located 3" to 4" (75 mm to 100 mm) from the rake edge and 1" (25 mm) in from each end. 5. Repeat Steps 3 — 4 for the right lower corner of the roof deck. NAILING: Use galvanized (zinc coated) roofing nails, 11 or 12 gauge, with at least 3/8" (9 mm) diameter heads, long enough to penetrate through plywood or 3/4" (20 mm) into boards. Use 4 nails per shingle placed 3" to 4" (75 mm to 100 mm) from the eave edge and approximately 1" and 13" (25 mm and 330 mm) in from each end. 6. Apply full-length IKO Leading Edge Plus shingles to the remaining eave edges of the roof deck. Install the shingles granule side up with the factory applied sealant adjacent to the eaves. The shingles should overhang the rake edge and eaves by a nominal 1/4" (6 mm) minimum. Fasten the shingles to the roof deck with nails located 3" to 4" (75 mm to 100 mm) from the eave edge, 4 nails per shingle. 7. Apply roof shingles as per the instructions printed on each product's package. Make certain the first course of field shingle lies flush with the edges of the fastened IKO Leading Edge Plus. In this way, the sealant on the IKO Leading Edge Plus shingles will adhere to the first -course field shingles and help keep them from lifting in high winds. PR Construction Materials Technologies, LLC. 6412 Badger Drive Tampa, FL 33610 Tel, 813-621-SM Fax: 813-621-5840 e-mail' matenalsteshng@pncmtcom WebSite' htip:liw Ampncmtcom Florida Building Code Online Page 1 of 2 Business & • oRegulation BCIS Home I Lop In I User Registration i Hot Topic Submit Surcharge Stats B Facts Publications I FBC Staff BCIS Site Map Links Search 1 IUo Product Approval 1 yec USER. Public User l+rs uz+e co Product Approval Menu > Product or Application Search > Application List > Appllration Detail FL # FL15216-R3 milip— Application Type Revision Code Version 2017 Application Status Approved Comments Archived Product Manufacturer Address/Phone/Email Authorized Signature Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Subcategory Compliance Method C InterWrap, Inc. 32923 Mission Way Mission, NON -US 00000 551) 574-2939 mtupas@interwrap.com Eduardo Lozano elozano@interwrap.com Eduardo Lozano 32923 Mission Way Mission, NON -US 00000 778) 945-2891 elozano@interwrap.com Roofing Underlayments Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Robert Nieminen the Evaluation Report Florida License PE-59166 Quality Assurance Entity Intertek Testing Services NA, Inc. - QA Entity Quality Assurance Contract Expiration Date 09/30/2019 Validated By John W. Knezevich, PE l Validation Checklist - Hardcopy Received Certificate of Independence Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code FL15216 R3 COI 2017 01 COI Nieminen.odf Standard ASTM D1970 (tear) ASTM D226 (physicals) Year 2015 2009 https:H,,v\N w.floridabuilding.org/pr/pr_app_dtl.aspa?param=wGEVXQv%rtDgv3yV VKJZ IQ... 2/6/2018 Florida Building Code Online Page 2 of 2 Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved Summary of Products Method 1 Option D 10/10/2017 10/11/2017 10/15/2017 12/12/2017 FL tf Model, Number or Name Description 15216.1 RhinoRoof Underlayments Synthetic roof underlayments Limits of Use Installation Instructions Approved for use in HVHZ: No FL15216 R3 II 2017 10 FINAL ER INTERWRAP RHINOROOF FL15216- R3.odfApprovedforuseoutsideHVHZ: Yes Impact Resistant: N/A Verified By: Robert Nieminen PE-59166 Design Pressure: N/A Created by Independent Third Parry: Yes Other: See ER Section 5 for Limits of Use. Evaluation Reports FLIS216 R3 AE 2017 10 FINAL ER INTERWRAP RHINOROOF FL15216- R3.Ddf Created by Independent Third Party: Yes Back Nest Contact U5 :: 2601 Blair Stone Road, Tallahassee FL 32399 Phone: 850-487-1824 The State of Flonda is an AA/EEO employer Copyright 2007-2013 State of Florida.:: Pnvacv Statement :: Accessibility Statement :. Refund Statement Under Flonda law, email addresses are public records. If you do not want your e-mail address released in response to a public -records request, do not send electronic mail to this entity Instead, contact the office by phone or by traditional mall. If you have any questions, please contact 850.487.1395. 'Pursuant to Section 455.275(1), Flonda Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address If they have one. The emails provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine If you are a licensee under Chapter 455, F.S., please click here . Product Approval Accepts: Min Cradt Card - Safe https://NA-A/.floridabuilding.org/pr/pT_app_dtl.aspa?param=wGEVXQArtDgv3yVVKJZI Q... 2/6/2018 QoTpuNITYIERD EVALUATION REPORT Interwrap, Inc. 32923 Mission Way Mission, BC V2V-6E4 Canada 551) S74-2939 EXTERIOR RESEARCH & DESIGN, LLC. Certificate of Authorization #9503 353 CHRISTIAN STREET, UNIT#f13 OXFORD, CT 06478 PHONE: (203) 262-9245 FAX: (203) 262-9243 Evaluation Report 140510.02.12-113 FL15216-R3 Date of Issuance: 02/17/2012 Revision 3: 10/10/2017 SCOPE: This Evaluation Report is issued under Rule 61G20-3 and the applicable rules and regulations governing the use of construction materials in the State of Florida. The documentation submitted has been reviewed by Robert Nieminen, P.E. for use 'of the product under the Florida Building Code and Florida Building Code, Residential Volume. The products described herein have been evaluated for compliance with the 6th Edition (2017) Florida Building Code sections noted herein. DESCRIPTION: RhinoRoof Underlayments LABELING: Labeling shall be in accordance with the requirements the Accredited Quality Assurance Agency noted herein. CONTINUED COMPLIANCE: This Evaluation Report is valid until such time as the named product(s) changes, the referenced Quality Assurance documentation changes, or provisions of the Code that relate to the product change. Acceptance of this Evaluation Report by the named client constitutes agreement to notify Robert Nieminen, P.E. if the product changes or the referenced Quality Assurance documentation changes. Trinity I ERD requires a complete review of this Evaluation Report relative to updated Code requirements with each Code Cycle. ADVERTISEMENT: The Evaluation Report number preceded by the words "Trinity IERD Evaluated" may be displayed in advertising literature. If any portion of the Evaluation Report is displayed, then it shall be done in its entirety. INSPECTION:_ Upon request, a copy of this entire Evaluation Report shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This Evaluation Report consists of pages 1 through 3. Prepared by: Robert J.M. Nieminen, P.E. Florida Registration No. 59166, Florida DCA ANE1983 E+' J........... The facsimile seal appearing was authorized b RobertPPBY Nieminen, P.E. on 10/10/2017. This does not serve as an electronically signed document. CERTIFICATION OF INDEPENDENCE: 1. TrinitylERD does not have, nor does it intend to acquire or will it acquire, a financial interest in any company manufacturing or distributing products it evaluates. - 2. Trinity ERD is not owned, operated or controlled by any company manufacturing or distributing products it evaluates. 3. Robert Nieminen, P.E. does not have nor will acquire, a financial interest in any company manufacturing or distributing products for which the evaluation reports are being issued. 4. Robert Nieminen, P.E. does not have, nor will acquire, a financial interest in any other entity involved in the approval process of the product. 5. This is a building code evaluation. Neither TrinitylERD nor Robert Nieminen, P.E. are, in any way, the Designer of Record for any project on which this Evaluation Report, or previous versions thereof, is/was used for permitting or design guidance unless retained specifically for that purpose. Q0TRINITYIERD ROOFING COMPONENT EVALUATION: 1. SCOPE: Product Category: Roofing Sub -Category: Underlayment Compliance Statement: RhinoRoof Underlayments, as produced by Interwrap, Inc., has demonstrated compliance with the following sections of the 6`h Edition (2017) Florida Building Code through testing in accordance with applicable sections of the following Standards. Compliance is subject to the Installation Requirements and Limitations / Conditions of Use set forth herein. 2. .' STANDARDS: Section Properties Standard Year 1507.1.1, T1507.1.1 Unrolling, Breaking Strength, Pliability ASTM D226 2009 1507.1.1 Tear Strength ASTM D1970 2015 3. REFERENCES: Enti Examination Reference Date ITS (TST1509) Physical Properties 100539395COQ-006 10/27/2011 ITS (TST1509) Physical Properties 100539395COQ-002 10/27/2011 ITS (TST1509) Physical Properties 100539395COQ-006 03/14/2014 PRI (TSTS878) ASTM D1970; Tear strength OCF-330-02-02 10/03/2017 ITS (QUA1673) Quality Control Service Confirmation 09/30/2017 4. PRODUCT DESCRIPTION: 4.1 RhinoRoof U20 is a multilayered polymer woven coated synthetic roof underlayment available in 42-inch wide rolls, and can be produced in various other sizes; meets FBC 1507.1.1 (Exception). 5. LIMITATIONS: 5.1 This is a building code evaluation. Neither TrinityJERD nor Robert Nieminen, P.E. are, in any way, the Designer of Record for any project on which this Evaluation Report, or previous versions thereof, is/was used for permitting or design guidance unless retained specifically for that purpose. 5.2 This Evaluation Report is not for use in FBC HVHZ jurisdictions. 5.3 Fire Classification is not part of this Evaluation Report; refer to current Approved Roofing Materials Directory or test report from accredited testing agency for fire ratings of this product. 5.4 RhinoRoof Underlayments may be used with any prepared roof cover where the product is specifically referenced within FBC approval documents. If not listed, a request may be made to the Authority Having Jurisdiction for approval based on this evaluation combined with supporting data for the prepared roof covering. 5.5 Allowable Roof Covers: Sam TABLE lt•iROOF COVER OPTIONS-, Asphalt Wood Shakes Slate or Underlayment Shingles Nail -On Tile Foam -On Tile Metal Shingles Simulated Slate RhinoRoof U20 Yes c =j N r,'Y M y iNo'' N P 5.6 Exposure Limitations: RhinoRoof U20 shall not be left exposed for longer than 30-days after installation. Exterior Research and Design, LLC. Evaluation Report 140510.02.12-R3 Certificate of Authorization #9503 6r" EDITION (2017) FBC NON-HVHZ EVALUATION FL15216-113 RhinoRoof Underlayments Revision 3: 10/10/2017 Page 2 of 3 ll,I TRINITY I ERD 6. INSTALLATION: 6.1 RhinoRoof Underlayments shall be installed in accordance with Interwrap, Inc. published installation instructions subject to the Limitations set forth in Section 5 herein and the specifics noted below. 6.2 Re -fasten any loose decking panels, and check for protruding nail heads. Sweep the substrate thoroughly to remove any dust and debris prior to application. 6.3.1 Shall be installed in compliance with the requirements for ASTM D226, Type I or II underlayment in FBC Table 1507.1.1 for the type of prepared roof covering to be installed, taking into account the wider sheet - width for double -layer applications. 6.3.1 Fasteners: For exposure < 24 hours, corrosion resistant fasteners may be 1-inch roofing nails with a 3/8-inch diameter head, or those noted in 6.4.2. The use of staples is prohibited. For exposure > 24 hours up to maximum 30 days, corrosion resistant fasteners shall be minimum 1-inch diameter plastic or metal cap nails or FBC HVHZ nails & 1-5/8" diameter tin caps (with the rough edge facing up). The use of staples is prohibited. 6.3.2 Single Laver; Roof Slope > 4:12: End (vertical) laps shall be minimum 6-inches and side (horizontal) laps shall be minimum 4-inches. Refer to Interwrap, Inc. recommendations for alternate lap configurations and/or the use of sealant under certain conditions. For exposure < 24 hours, use of every -other fastening location printed on the surface is acceptable. For exposure > 24 hours up to maximum 30-days, use of every fastening location printed on the surface is required. When batten systems are to be installed atop the underlayment, the underlayment need only be preliminarily attached pending attachment of the battens on the same day. Battens shall not be positioned over cap nails. If this occurs, remove the cap nail and patch the hole in accordance with Interwrap published instructions. 6.4,.3 Double Laver; 2:12 < Roof Slope < 4:12: End (vertical) laps shall be minimum 12-inches and side (horizontal) laps shall be minimum half -sheet -width plus 1-inch. Double layer application; begin by fastening a half -width plus 1-inch starter strip along the eaves. Place a full -width sheet over the starter, completely overlapping the starter course. Continue as noted in 6.5, but maintaining minimum half -width plus 1-inch side (horizontal) laps, resulting in a double -layer application. BUILDING PERMIT REQUIREMENTS: As required by the Building Official or Authority Having Jurisdiction in order to properly evaluate the installation of this product. 8. MANUFACTURING PLANTS: Qingdao, China, 9. QUALITY ASSURANCE ENTITY: Intertek Testing Services NA Inc. — QUA1673; (608) 836-4400 END OF EVALUATION REPORT - Exterior Research and Design, I.I.C. Evaluation Report 140510.02.12-113 Certificate of Authorization #9503 6'" EDITION (2017) FBC NON-HVHZ EVALUATION F1.15216-113 RhinoRoof Underlayments Revision 3: 10/10/2017 Page 3 of 3 RhinoRoof U20 Synthetic Roofing Underlayment RhinoRoof' U20 Installation Instructions RhinoRoof' U20 is an air, water and vapor barrier and therefore must be installed above a properly ventilated space(s). Follow ALL building codes applicable to your geographical region and structure type as it is considered a vapor barrier. DECK PREP: Protrusions from the deck area must be removed and decks shall have no voids, damaged or unsupported areas. Deck surface should be free of debris, dry and moisture free. USE: RhinoRoof' U20 must be covered by primary roofing within' 60 days of application. U20 is designed for use under; asphalt or synthetic shingles, metal in residential applications, and cedar shakes that have been primed. APPLICATION: For slopes from 4:12 and higher RhinoRoof` U20 is to be laid out horizontally (parallel) to the eave with the printed side up. Horizontal laps should be 4" and Vertical laps should be 6"and anchored approximately 1 " in 'from the edge. For low slope applications it is recommended to overlap 50% plus 1 ", for complete definition of low slope and guidelines consult authorities having jurisdiction. U20 product is not recommended for slopes less than 2:12. The use of roofing hammer, pneumatic air or gas driven fastener tools is acceptable. The use of straight edge cutting knives is recommended. FASTENERS: For same day coverage with primary roofing RhinoRoof' U20 can be anchored with corrosive resistant 3/8" head x 1 " leg roofing nails (ring shank preferred, smooth leg acceptable). The use of every other anchoring location printed on the product is also acceptable. If U20 will be left exposed for up to 60 days the product must be anchored with 1 " plastic or metal cap smooth or ring shank roofing nails and anchored in all locations printed on the facer. DO NOT USE STAPLES: the use of staples to penetrate RhinoRoof' U20 will void warranty. ANCHORING: All anchoring nails must be flush, 90 degrees to the goof deck, and tight with the underlayment surface and the structural roof deck. Where seams and joints require sealant or adhesive use a low solvent plastic roofing cement meeting ASTM D-4586 Type 1, or Federal Spec SS-153 Type 1 such as Karnak, Henry, DAP, MB, Geocel or equivalent. Acceptable alternatives are butyl rubber, urethane, and EDPM based caulk or tape sealant. EXTENDED EXPOSURE: If RhinoRoof' U20 product will be exposed longer than 24 hours and up to 60 days then product must be attached to the structural roof deck using a minimum 1 " diameter plastic or metal cap roofing nails (ring shank preferred but smooth leg acceptable). Miami Dade approved tin tags/metal caps are also acceptable, and it is recommended for best performance to use with the rough edge facing up. For extended exposure it is always recommended to anchor on every printed position on the facer. RhinoRoof' U20 is not designed for indefinite outdoor exposure. For extended exposure conditions where driving rain or strong winds are expected it is recommended to take additional precautions such as doubling the lap widths. Alternately or in addition to a compatible sealant could be used between the laps or a peel and stick tape could be applied to the overlaps. CAUTION - READ GOOD SAFETY PRACTICES BELOW Good safety practices should be followed on steep slope roofs, such as use of tie -offs, toe boards, ladders and/or safety ropes and personal body harnesses. Follow OSHA guidelines. Slip resistance may vary with surface conditions from debris that accumulates, weather, footwear and roof pitch. Failure to use proper safety gear can result in serious injury. Depending on roof pitch and surface conditions, blocking may be required to support materials on the roof and is good safety practice. Remember to seal the nail holes after removing blocking. InterWrap® Roofing Products Division Charleston, SC • Vancouver, BC • Mission, BC • Montreal, QC Web: www.InterWrap.com/roofing I E-mail: info®interwrap.com " Toll Free: 888 713 7663 1 Tel: 778 945 2888 Florida Building Code Online Page 1 of 2 Business Professional Regulationi t fl BCIS Home I Log In I User Registration Hot Topics ( Submit Surcharge j Sats B Facts i Publications FBC Stall i BCIS site Map Links Search Y" Product ApprovaldbpraUSER: Public User Product Approval Menu > Product or Application Search > Application Us[ > Application Detail FL n FL16994-R5 Application Type Revision Code Version 2017 Application Status Approved Comments Archived Product Manufacturer Southeastern Metals Mfg. Co. Address/Phone/Email 11801 Industry Drive Jacksonville, FL 32218 904) 696-4682 jhkelsey@semetals.com Authorized Signature Jeremy Kelsey jhkelsey@semetals.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Roofing Subcategory Roofing Accessories that are an Integral Part of the Roofing System Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Zachary R. Priest the Evaluation Report Florida License PE-74021 Quality Assurance Entity UL LLC Quality Assurance Contract Expiration Date 12/20/2020 Validated By Locke Bowden r Validation Checklist - Hardcopy Received Certificate of Independence FL16994 R5 COI SEM14001.5a 2017 FBC Eval Report Off -Ridge Vent final.odF Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code 1503.5 1709.2 Product Approval Method Method 2 Option B https://wvA r. flor-idabuildinc,. oralprlpr_app_dtl.aspx?param=NA,GEVXQNA,tDgvBwYu9TrZN... 2/6/2018 Florida Building Code Online Page 2 of 2 Date Submitted Date Validated Date Pending FBC Approval Date Approved C.-M.- f1f Prnirli +. 09/26/2017 10/10/2017 10/15/2017 12/12/2017 FL SF Model, Number or Name Description 16994.1 Off Ridge Vent 4-ft, 6-ft, and 8-ft off ridge vents for use with asphalt shingles Limits of Use Installation Instructions Approved for use in HVHZ: No FL16994 R5 II SEM14001.5a 2017 FBC Eval Report Off - Ridge Vent final.DdfApprovedforuseoutsideHVHZ: Yes Impact Resistant: N/A Verified By: Zachary R. Priest 74021 Design Pressure: +0/-18 Created by Independent Third Party: Yes Other: See evaluation report for limits of use. Evaluation Reports F1_16994 R5 AE SEM14001.5a 2017 FBC Eval Report Off - Ridge Vent final.pdf Created by Independent Third Party: Yes 16994.2 Tile Off Ridge Vent 4-Pt, 6-ft, and 8-ft off ridge vents for use with clay or concrete tile Limits of Use Installation Instructions Approved for use in HVHZ: No FL16994 R5 II SEM14001 5b 2017 FBC Eval Report Tile Roof Vent flnal.DdfApprovedforuseoutsideHVHZ: Yes Impact Resistant: N/A Verified By: Zachary R. Priest 74021 Design Pressure: +0/-9 Created by Independent Third Party: Yes Other: See Evaluation Report for limits of use. Evaluation Reports FL16994 R5 AE SEM14001.51b 2017 FBC Eval Report Tile Roof Vent final.pdf Created by Independent Third Party: Yes eack Ne t Contact Us :: 2601 Blair Stone Road. Tallahassee Fl. 32399 Phone: 850-487.1824 The State of Florida is an AA/EEO employer. Coovriaht 2007-2013 State of Florida.:: Privacy Statement :: Accessibility Statement •: Refund Statement Under Flonda law, email addresses are public records. If you do not want your e-mail address released in response to a public -records request, do not send electronic mail to this entity. Instead, contact the office by phone or by traditional mall. If you have any questions, please contact 850.487.1395. `Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F S. must provide the Department with an email address If they have one The emails provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine If you are a licensee under Chapter 455, F.S., please click here Product Approval Accepts: 1 "E_R r:22 Cradiri Card- — Safe https://vA,NAf.floridabuilding.org/pr/pr_app_dtl.aspx?param=vvGEVXQxA tDgvBwYu9TrZN... 2/6/2018 Certificate of Authorization No. 29824 CREEK17520 Edinburgh Dr Tampa, FL 33647 813) 480-3421 EVALUATION REPORT FLORIDA BUILDING CODE, 6T" EDITION (2017) Manufacturer: Southeastern Metals Manufacturing Co., Inc. (SEMCO) Issued October 10, 2017 11801 Industry Drive Jacksonville, FL 32218 800)874-0335 htti),//www.semetals.com Manufacturing Plant: Jacksonville, FL Quality Assurance: UL LLC (QUA1743) SCOPE Category: Roofing Subcategory: Roofing Accessories that are an Integral Part of the Roofing System Code Sections: 1503.5, 1709.2 Properties: Roof Ventilation REFERENCES Entity PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) Zachary R. Priest, P.E. (CREEK Technical Services) PRODUCT DESCRIPTION Report No. Standard Year SEM-029-02-01 ASTM E 330 2014 SEM-031-02-01 ASTM E 330 2014 SEM14003 Calculations 2014 Off Ridge Vent: Minimum 26 ga. ASTM A792 or ASTM A653 CS Type B steel; Shall conform with FBC Section 1503.2 Maximum dimensions of the vent are 24-inch wide x 102-inch long x 4.25-inch high. Vent is available in nominal 4-ft, 6-ft and 8-ft sizes. SEM14001.5a FL16994-R5 Page 1 of 3 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. i Southeastern Metals Manufacturing Co., Inc. CREEK Off Ridge Vent TECHNICAL SERVICES, LLC PRODUCT APPLICATION Deck Type: Minimum 7/16-inch APA span rated OSB sheathing or 15/32-inch APA span rated plywood sheathing for new and existing roof deck (Deck shall be designed by others in accordance with FBC requirements). Roof slope: Minimum 2:12 Installation Height: Maximum 33-ft Roof Cut -Out: 2.5-inch wide x 42-inch opening for the nominal 4-ft vent 2.5-inch wide x 66-inch opening for the nominal 6-ft vent 2.5-inch wide x 90-inch opening for the nominal 8-ft vent Attachment Method: Cut-out opening as prescribed above into the sheathing located a minimum 6-inch off the ridge. For a single vent, install the vent as close to the center of the roof length as possible. Multiple vents should be evenly spaced along the roof length. Remove interfering shingle nails around the perimeter of the opening and any debris prior to placing vent. Apply ASTM D 4586 or ASTM D 3409, Type I roofing cement/mastic to the underside of the perimeter flange to continuously surround and seal the flange. Position the vent over the opening in the roof sheathing. Slide the top and side flanges of the vent underneath the shingles and allow the bottom flange to lie on top of the shingles. Attach the vent with #9 x min. 1 5-inch HWH screws with 0.5- inch sealing washers or min. 12 ga. x 1-1/4-inch ring shank nails with min 3/8-inch diameter heads having sufficient length to penetrate through the sheathing a minimum of 3/8-inch. The fasteners shall be located 1-inch from the edge of the flange and 5.5- inches o.c. along all four sides of the vent. All loosened shingles shall be adhered down with roof cement/mastic. When nails are used to attach the vent, all penetrations through the vent flange shall be sealed using ASTM D 4586 or ASTM D 3409, Type I roofing cement/mastic. A4- 101 in Allowable Roof Coverings: Asphalt shingles Maximum Design -13.5 psf for 4-ft and 6-ft vents Pressure -18 psf for 8-ft vent Pressures calculated using 2:1 margin of safety per 1504.9 SEM14001.5a FL16994-R5 Page 2 of 3 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. Southeastern Metals Manufacturing Co., Inc CREEK Off Ridge Vent TECHNICAL SERVICES, LLC LIMITATIONS 1) Fire Classification is outside the scope of this evaluation. 2) This report is not for use in the HVHZ. 3) The roof deck and deck attachment shall be designed by others in accordance with the FBC. 4) SEMCO vents shall be installed in strict compliance with this evaluation report and the manufacturer's published installation instructions. In the event of conflict, the more restrictive installation shall be enforced. 5) Deck substrates shall be clean, dry, and free from any irregularities and debris. All fasteners in the deck shall be checked for protrusion prior to installation. 6) Installation of the roof assembly is outside the scope of this evaluation. 7) . SEMCO vents are intended to provide passive ventilation for an enclosed attic in residential construction applications 8) . All products listed in this report shall be manufactured under a quality assurance program in compliance with Rule 61G20-3. COMPLIANCE STATEMENT The products evaluated herein by Zachary R. Priest, P.E. have demonstrated compliance with the Florida Building Code, 6'" Edition (2017) as evidenced in the referenced documents submitted by the named manufacturer. 11111111111, p:? R. Q'••• , C' E N sic• cSj,' No 74021 STATE OF : J CERTIFICATION OF INDEPENDENCE 2017.10.10 10:29:43 04'00' Zachary R. Priest, P.E. Florida Registration No. 74021 Organization No. ANE9641 CREEK Technical Services, LLC does not have, nor will it acquire, a financial interest in any company manufacturing or distributing products under this evaluation. CREEK Technical Services, LLC is not owned, operated, or controlled by any company manufacturing or distributing products under this evaluation. Zachary R. Priest, P.E. does not have, nor will acquire, a financial interest in any company manufacturing or distributing products under this evaluation. Zachary R. Priest, P.E. does not have, nor willacqure, a financial interest in any other entity involved in the approval process of the product. END OF REPORT SEM14001.5a FL16994-R5 Page 3 of 3 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. MIANII-DADS COUNTY MM IAAMM I•DADE PRODUCT CONTROL SECTION C,11 M 11805 SW 26 StreeL Room 208 DEPARTMENT OF REGULATORY AND ECONOMIC RESOURCES (RER) Miami. Florida 33175-2474 BOARD AND CODE ADN41N1STRATION DIVISION T (786)315-2590 F (786) 315-2599 NOTICE OF ACCEPTANCE (NOA) .,,H•w.miamidade.Lo,.•/econnm%• Southeastern Metals Manufacturing Company, Inc. 11801 Industry Drive Jacksonville, FL 32218 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed and accepted by Miami -Dade County RER -Product Control Section to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction (AHJ). This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product Control Section In Miami -Dade County) and/or the AHJ (in areas other than Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes. if this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. RER reserves the right to revoke this acceptance, if it is determined by Miami -Dade County Product Control Section that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the Florida Building Code including the High Velocity Hurricane Zone of the Florida Building Code. DESCRIPTION: Weather Vent LABELING: Each unit shall bear a permanent label with the manufacturer's name or logo, city, state and following statement: "Miami -Dade County Product Control Approved", unless otherwise noted herein. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This NOA renews and revises NOA No. 08-0423.01 consists of pages 1 through 3. The submitted documentation was reviewed by Juan E. Collllaoo,, R..A. 60at— NOA No.: 13-0814.08 MIAMI•DADE COUNTY Expiration Date: 04/15/19 Approval Date: 01/23/14 Page I of 3 ROOFING ASSEMBLY APPROVAL Category: Roofing Sub -Category: Ventilation Material: Steel Minimum Slope: 2:12 TRADE NAMES OF PRODUCTS MANUFACTURED OR LABELED BY APPLICANT: Manufactu red 'bv Test Product Applicant Dimensions Specifications Description Weather Vent Vent: 4-'/2" x 19" a 46" TAS 100 Galvanized metal roof vent Deck Flange: 24" x 52" Thickness: 0.0217 inch. MANUFACTURING LOCATION 1. Jacksonville, FL EVIDENCE SUBMITTED Test Aaencv Test Identifier PRI Asphalt Technologies, Inc. TAS 100 1CC-ES AC132 APPROVED APPLICATIONS: Deck Type:. Wood Deck Description: '5/ 32" or greater plywood or wood plank System Type A: Mechanical attaclunent of vent for shingle roofs Test Name/Report Date SEM-002-02-01 08/14/03 SEM-027-02-01 01 /07/ 14 Cutout: Mark a 3'/2" x 46" opening centered between layout lines and aligned minimum 6 inches from the ridge. Set blade to thickness of sheathing and cut opening. Brush away sawdust and debris. Installation: Vents should be evenly spaced on the rear slope of the roof. Center vent in opening and set it in a 1 /8" thick of an approved ASTM D 4586 asphalt roofing cement. Secure vent to the roof deck with 1-'/4" galvanized ring shank roofing nails spaced approx. 8" o.c. and 1" from the outside edge of the flange. Use a minimum of 18 nails per vent. Seal all nails and vent flange with an approved ASTM D 4586 roofing cement. (See drawings herein). Net Free Area: 99 square inches. NOA No.: 13-0814.08 Expiration Date: 04/15/19 Approval Date: 01 /23/14 Page 2 of 3 LIMITATIONS: 1. Refer to applicable building code for required ventilation. 2. Weather Vent shall comply with the manufacturer's current published application instructions and the requirements set forth in the applicable building code. 3. This acceptance is for installations over asphaltic shingle roofs only. 4. Weather Vent shall not be installed on roof mean heights greater than 33 feet. 5. All products listed herein shall have a quality assurance audit in accordance with the Florida Building Code and Rule 9N-3 of the Florida Administrative Code. 6. All approved products listed herein shall be labeled and shall bear the imprint or identifiable marking of the manufacturer's name or logo; city, state, and following statement: "Miami -Dade County Product Control Approved" or the Miami -Dade County Product Control Seal as shown below: DRAWINGS e • ROOF FLANGE NAIL PLACEMENT O • END OF THIS ACCEPTANCE NOA No.: 13-0814.08 Expiration Date: 04/15/19 Approval Date: 01/23/14 Paee 3 of 3 w 15 lightyears, Inc 776 Bennett Drive Longwood, Florida 32750 June 1, 2018 To: Local Building Department RE: Blower Door Test & Duct Leakage Test Reports To whom it may concern, 151ightyears This letter is to request that the attached forms be accepted for compliance of the 2017 Florida Building Code statute R402.4.1.2 Envelope leakage testing (Blower Door Testing) and R403.3.3 Duct testing. The attached forms were provided by the Florida Building Commission as the accepted forms to be submitted. These forms are listed on the 2017 Florida Building Code, Energy Conservation Technical Assistance Manual, Document Number: TAM-2017-1.0, released February 02, 2018, pages R-78 through R-80 (page numbers 159-161). Web link provided for quick access to the TAM document https://tinyuri.com/2017FBC-TAM These forms meet all three required Residential Energy Efficiency Compliance Paths listed under R401.2, Prescriptive, Performance, and Energy Rating Index (ERI) paths. We are working with building departments across Florida to standardized the form submittal process and would like your department to allow these forms to meet compliance. If there are any issues with accepting these forms, please reach out to me directly and I will ensure that we submit any specific form that you will require. Tim Smith (407)-951-3236 tsmith@151ightyears.com Respectfully, Timothy ---it'h 15 Lightyears, Chief Operations Officer Energy Technical Advisor RESNET Quality Assurance Designee IECC Residential Energy Inspector/ Plans Examiner Member, Building Officials Association of Florida Member and Code Development Committee participating member. Also, representative to the Florida Building Commissions, Energy Technical Advisory Committee for the BOAF- CDC Envelope Leakage Test Report (Blower Door Test) Residential Prescriptive, Performance or ERI Method Compliance 2017 Florida Building Code, Energy Conservation, 6th Edition Jurisdiction: Permit #: Job Information Builder: -pole -IC Community: Lot: 33 Address: 5.902 'S"LA- M.c-_r'SV Unit: City: e-,-A State: F- ( Zip: 321_73 Air Leakage Test ReSU Its Passing results must meet either the Performance, Prescriptive, or ERI Method OPRESCRIPTIVE METHOD- The building or dwelling unit shall be tested and verified as having an air leakage rate of not exceeding 7 air changes per hour at a pressure of 0.2 inch w.g. (50 pascals) in Climate Zones 1 and 2. PERFORMANCE or ERI METHOD -The building or dwelling unit shall be tested and verified as having an air leakage rate of not exceeding the selected ACH(50) value, as shown on FORM R405-2017 (Performance) or R406-2017 (ERI), section labeled as Infiltration, sub -section ACH50. ACH(50) specified on Form R405-2017-Energy Calc (Performance) or R406-2017 (ERA: ZO 4 X 60 = 'Z 20 ` 2 _ QP • "' Method for calculating building volume: 50) CFMBuilding Volume ACH(50) O Retrieved from architectural plans S ( Mechanical Ventilation is not required) Gefode software calculated PASS ( with Mechanical Ventilation) O Field measured and calculated FAIL R402. 4.1.2 Testing. Testing shall be conducted in accordance with ANSI/RESNET/ICC 380 and reported at a pressure or 0.2 inch w.g. (50 Pascals). Testing shall be conducted by either individuals as defined in Section 553.993(5) or (7), Florida Statues, or individuals licensed as set forth in Section 489. 105(3)(f), (g), or (i) or an approved third parry. A written report of the results of the test shall be signed by the parry conducting the test and provided to the code official. Testing shall be performed at any time after creation of all penetrations of the building thermal envelope. During testing: 1. Exterior windows and doors, fireplace and stove doors shall be closed, but not sealed, beyond the intended weatherstripping or other infiltration control measures. 2. Dampers including exhaust, intake, makeup air, back draft and Flue dampers shall be closed, but not sealed beyond intended infiltration control measures. 3. lnterior doors, if installed at the time of the test, shall be open. 4. Exterior doors for continuous ventilation systems and heat recovery ventilators shall be closed and sealed. 5. Heating and cooling systems, if installed at the time of the test, shall be turned off. 6. Supply and return registers, if installed at the time of the test, shall be fully open. Testing Company Company Name: 15 Lightyears, Inc Phone: (855)438-1515 1 hereby verify that the abov ' Leakage results are ' rdance with the 2017 5th Edition Florida Building Code Energy Conservation requirements accordin the comp ance meth selected above. Signature of Tester: Date of Test: W= )(- - \ Printed Name of Tester: Aaron Overholt License/ Certification #: 2DNAB7 Issuing Authority: RESNET Copy of License / Certificate of the tester must be attached) Duct Leakage Test Report Residential Prescriptive, Performance or ERI Method Compliance 2017 Florida Building Code, Energy Conservation, 6th Edition Jurisdiction: Permit #: Job Information Builder: [ s G"e Community: K/l r.d AM Lot: 33 Address: jUZ SA ( 4-fhgr-S Unit: City: 5p,( ,, State: i::- Zip: 32773 Duct Leakage Test Results System 1 cfm25 System 2 cfm25 System 3 cfm25 Sum of any additional systems cfm25 Total of all systems cfm25 OPrescriptive Method cfm25 (Total) To qualify as "substantially leak free" Qn Total must be less than or equal to 0.04 if air handler unit is installed. If air handler unit is not installed, Qn Total must be less than or equal to 0.03. This testing method meets the requirements in accordance with Section R403.3.3. Is the air handler unit installed during testing? YES (saa) ONO (Sa, ) Performance / ERI Method cfm25 (out or Total) To qualify using this method, Qn must not be greater than the 213 = Zj.pZ Qn proposed duct leakage Qn specified on Form R405-2017 or R406-2017. Total of all Total Conditioned systems Square Footage Leakage Type selected on Form Qn specified on Form R405-2017 R405- 2017 (Energy Calc) or R406-2017 (Energy Calc) or R406-2017 PASS F -75 asC- S 1 0-0- Duct tightness shall be verified by testing in accordance with ANSI/RESNET/ICC380 by either individuals as defined in Section 553. 993(5) or (7), Florida Statutes, or individuals licensed as set forth in Section 489.105(3)(f), (g) or (i), Florida Statutes. Testing Company Company Name: 15 Lightyears, Inc Phone: (855) 438-1515 1 hereby verify that the above duct leakage testing results are in accordance with the 2017 6th Edition Florida Building Code Energy Conservation requirements according to the compliance method selected above. Tester: Date Test: SignatureofofPrinted Name of Tester: Aaron Overholt License/ Certification #: 2DNAB7 Issuing Authority: RFRNFT Copy of License / Certificate of the tester must be attached) I O 4J U 1) CL LL Certificate of Achievement THIS ACKNOWLEDGES THAT Aaron Overholt HAS MET THE STANDARD REQUIRED BY RESNET, AS A CERTIFIED RATING FIELD INSPECTOR Certification Date: 08/07/2018 Certification Expires: 08/07/2021 RFI # 2GNAB7 2 Tim Smith, RESNET Quality Assurance Designee 15 ears RESNET QA Provider # (1998-199) At DESCRIPTION AS FURNISHED: Lot 33, WYNDHAM PRESERVE, as recorded in Plat Book 81, Pages 93 through 102 of the Public Records of Seminole County, Florida. BOUNDARY FOR/CERTIFIED TO: Park Square Enterprises, LLC (a Delaware Corporation); Winderweedle, Haines, Ward & Woodman, PA; Attorneys' Title Insurance Fund; Bank of America LOT 50 LOT 51 N 89040'51 " E 1 N 8301810" W SET 1/2" I.R. 23.12' I 121' 00 , 4 96 ISET 1/' I.R. 4596 SET 1/2- I.R. y4596 TO 1 ' - - F ONPVC 0.1 ' - - - l' LINE FENCEOFF ? . S• LOT 33 26. 80' 26.80' 25.15' 5. 00' 16. 0" 14. 0" COV' D. BRICK 16. 0' 5. 00' 5. 00' w o W O O OLOT 34 0 TWO STORYRES OLOT320 ^~+ ENCE F. F.= 30.47' O U 5. 00' 8. 0' COV' D BRICK LV 5. 00' O 8. 0' N a z 3 I / ` U 22. 0' 5. 00' L- 00 36.90' BRICK 25. 20' DRIVE 5.220' 10' UTIL. tT I 2' 0.2' I o SET N&D 4596 SETBACKS AS FURNISHED FRONT = 25'(*) REAR = 20' SIDE = 5' (40' LOT) 7. 5' (60' LOT) 10' ( 75' LOT) SIDE STREET - 25' (60' & 75' LOT) 15' ( 40' LOT) 25' FRONT SETBACK CAN BE REDUCED TO 20' ON CERTAIN LOTS. NO MORE THAN 2) IN SUCCESSION AT 20' AND A MINIMUM OF ( 2) IN SUCCESSION AT 25' PROPOSED = FINSHED SPOT CRADE ELEVATIONS PER DRAINAGE PLANS 5' CONC. WALK B. B.) N 89040'51 " E 40. 00' 76. 00' PC r O SET N&D 4596 6 ` t- L0 G SAL TffAR,S'I-IL OOP 50' PRIVATE ROAD) G PROPOSED DRAINAGE FLOW \ ) LOT GRADING TYPE A PROPOSED F.F. PER PLANS - 30.4' Q G CRUSZWff. ETYE'R-SCOTT & ASSOC, INC. - LAND SURVEYORS LEGEND LEGEND - P PLAT PnL. POINT 5400 E. COLONIAL DR. ORLANDO, FL. 32807 (407)-277-3232 FAX (407)-658-1436 F FIELD TYP. ON LOlF NOTES: IP. IRON PIPE ANON ROD P.RC. P.GC. TYPICAL POINTREVERSE ClRVATURE POINT 6 COMPOUND CIIRVATURC 1. THE UNDERSIGNED DOES HEREBY CERTIFY THAT THIS SURVEY MEETS THE STANDARDS OF PRACTICE SET FORTH BY THE FLORIDA BOARD OF C. N. CCONCRETE MONUMENT RAD. RADIAL PROFESSIONAL SURVEYORS AND YAPPERS IN CHAPTER 5J-17 FLORIDA ADMINISTRATIVE CODE PURSUANT TO SECTION 472.027, FLORIDA STATUES SET I.R. 1/2• IR ./OLD 45% MR. NON -RADIAL 2. UNLESS EMBOSSED WITH SURVEYOR'S SIGNATURE AND ORIGINAL RAISED SEAL THIS SURVEY MAP OR COPIES ARE NOT VALID. REC. RECOVERED V.P. VITHESS POINT J. THIS SURVY WAS PREPARED FROM TIRE INFORAL47ION FURNISHED TO THE SURVEYOR. THERE MAY BE OTHER RESTR477ONS P. D.A. POINT OF IEGINLONG CALC. CALCULATED OR EASEMENTS THAT AFFECT THIS PROPERTY. P. D.C. POINT OF COMMENCEMENT P.RJL. PERMANENT REFERENCE MOAMENT 4, NO UNDERGROUND IMPRGYcAIENTS HAVE BEEN LOCATED UNLESS OTHERMISE SHOWN. NLD CCNTCRLINE NAIL L DISK FF. LSA. FINISHED FLOOR ELEVA710H BUILDING SETIACK LINE 5. THIS SURVEY IS PREPARED FOP. THE SOLE BENEFIT OF THOSE CERPFlm TO AND SHOULD NOT BE RELIED UPON BY ANY OTHER ENTITY. R/ V RIGHT-DF-VAY LIL BEHCNMARX E. DIMENSIONS SHOWN '0.? THE LOCATION OF IYPROVEYENTS HEREON SHOULD NOT BE USED TO RECONSTRUCT BOUNDARY LINES. CSMT. EASEMENT LL BASE TEARING 7. BEARING:, ARE BLSO ASSUMED DATUM AND ON THE LINE SHOWN AS BASE BEARING (B.S.) ORAL UTIL. DRAINAGE UTILITYf1. ELtVA710NS. IF SHOWN, ARE RASED ON NATIONAL CEODL77C VERTICAL DATUM OF 1929. UNLESS OTHERWISE NOTED. CLFC. V0.FC. CHAIN FENCE VOOD FENCE E9. CCERTIFICATECERTIFICATE OF ALRHORIZAT:ON No. 458I. C/ B P.C. CONCRETE ILOCK POINT GF CURVATURE SCALE - 1• -20 --A DRAWN BY: •• P. T. DESC. POIN T OF TANGENCY DESCRIPTION CERTIFIED BY: DATE ORDER No R LRADIUS ARCLENGTHPLOT PLAN 03-15-2018 151 1-18 D DELTA CHORDFORMBOARD FOUNDATION/ELEVS. 07-11-2018 4318-18 CC.L CHORD BEARING NORTH FINAL/ELEVS. 01-08-2019 189-19 THIS BUILDING\PROPERTY DOES NOT LIE WITHIN K THE ESTABLISHED 100 YEAR FLOOD PLANE AS PER •F7RM• GRUSEN ER, R.L. . 1 4714 ZONE X. MAP 12117CO090 F 09-28-07 Os W. SC0rT R.L.S 1 4801 o ( )