Loading...
HomeMy WebLinkAbout3752 Saltmarsh Lp 17-2827; NEW HOME1-7- r] COUNTY OF SEMINOLE IMPACT FEE STATEMENT J 30BLI I_3k;t&)A5-3 STATEMENT NUMBER: 17100007 DATE: October 02, 2017 BUILDING APPLICATION #: 17-10000711 BUILDING PERMIT NUMBER: 17-10000711 UNIT ADDRESS: SALTMARSH LOOP 3752 17-20-31-502-0000-0080 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 ENTERPRISE LLC ADDRESS: 5200 VINELAND ROAD SUITE 200 ORLANDO FL 32811 LAND USE: WYNDHAM PRESERVE LOT8 TYPE USE: WORK DESCRIPTION: CITY-SANFORD SPECIAL NOTES: 3752 SALTMARSH LOOP / LOT 8 SFR WYNDHAM PRESERVE FEE BENEFIT RATE UNIT CALL UNIT TOTAL DUE TYPE DIST SCHED RATE UNITS TYPE ROADS-ARTERIALS CO -WIDE ORD Single Family Housing 705.00 ROADS -COLLECTORS N/A Single Family Housing .00 FIRE RESCUE N/A LIBRARY CO -WIDE ORD Single Family Housing 54.00 SCHOOLS CO -WIDE ORD Single Family Housing 5,000.00 PARKS N/A LAW ENFORCE N/A DRAINAGE N/A 1.000 dwl unit 705.00 1.000 dwl unit 00 00 1.000 dwl unit 54.00 1.000 dwl unit 5,000.00 00 00 00 AMOUNT DUE 5,759.00 STATEMENT RECEIVED BY:. A f4c SIGNATURE: PLEASE PRINT NAME) DATE: NOTE TO RECEIVING SIGNATORY APPLICANT: FAILURE TO NOTIFY OWNER AND ENSURE TIMELY PAYMENT MAY RESULT IN YOUR LIABILITY FOR THE FEE. *** DISTRIBUTION: 1-BLDG DEPT 3-APPLICANT 2-FINANCE 4-LAND MANAGEMENT NOTE** 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 RECEIVING SIGNATURE DATE ABOVE, BUT NOT LATER THAN CERTIFICATE OF OCCUPANCY 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 PLAN IMPLEMENTATION 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 'r0P LEFT OF THIS STATEMENT. THIS STATEMENT IS NO LONGER VALID IF A BUILDING PERMIT IS NOT*** ISSUED WITHIN 60 CALENDAR DAYS OF THE RECEIVING SIGNATURE DATE ABOVE DETAIL OF CALCULATION AVAILABLE UPON REQUEST. CALL 407-665-7356. I DF.,SC,RIPTION AS FURNISHED: Lot 9, WYNDHAM PRESERVE, as recorded in Plot Book 81, Pages 95) through 102 of the Public Records of Seminole County, Florida. PLOT PLAN FOR/CERTIFIED TO: Park Square Enterprises, LLC •(a Delaware Corporation); Winderweedle, Haines, Ward & Woodman, PA; Attorneys' Title Insurance Fund; Bank of America LAKE MARY BOULEVARD (R/W VARIES) D=05P43' 16" R= 1071.45' L= 106.99' C= 106.94' CB=S 86°42'50' E y _ V 4 20' BUFFER, WALL, SIDE - LOT 10 O ^ ti WALK k UTIL. ESMT. o) O CID oO --.. - -- -- -- WALL PER _ DRAIN PLANS LOT 9 85.35' 84.47 D=88°38'45" \ \ R= 62.00' L= 95.92' C=86.64' \ CB=N 44°38'32" W \ W 1 3.0'X4 0' ° oAC6 — 5. 00' > CO LANAI LOT 8 15J, 14. 0^ O PROPOSED RESIDENCE [ 1349- AIILAN-C 2 CAR GARAGE RIGHT O O i ' W I h O D O O O 0 1 O O I ENTRY ENTRYOn 15.00' 7 n o n 0 15. 00 70 7' 19. 3' 16 — 5. 00' DRIVE 25. 20' 25.20' D= 90°00' 00" c ti R= 25.00'/— 5' CO . WALK L= 39.27' C= 35.36' SEf/ TACKS AS I'URNISHEO CB=S 45° 1 9' 09" E 25'( A) REAR 20' B.B.)S 89o40'51 " W RcAP, = SIDE = 5' (40' LOT) 25.00' 1.5' (60' LOT) 10' ( 75' LOr) SIDF SrREEr = 25' (60- & 75' LOT) SALTMARSH LOOP 15' ( 40' LOT) (50' PRIVATE' R/TY) 25' FRONT SETBACK CAN BE REDUCED 10l_ 0' ON CERFAIN LOTS. NO MORE THAN PLOT PLAN ONLY 2) IN SUCCESSION AT 20' AND A MINIMUM PLOT PLAN AREA CALCULATIONS NOT .4 SURV1s'Y OF ( 2) IN SUCCESSION AT 25' TOTAL LOr AREA 11,271 1 SQUARE FEET PROPOSED = FIIJSHED SPOT GRADE ELEVATIONS FL.AIWORK ON/OFF LOT = TOTAL :LSQUARE FEET FLAiWORK 1? RAINAGL PLANS `p DRIVE 4031 114= 517 t SQUARE FEET FOUNDATION/PAD 1,740 a: SQUARE FEET PROPOSED DRAINAGE FLAW G C Q WALKS 401 1,105 1, 145 1 SQUARE FEET REAR PATIO 103 E SQUARE FEET 1. 0 GRADING TYPE A Q OQ i SOD 8,901 1,357=10,258 t SQUARE FEET POOLFRONPORCH DECK 72 1 SOU.ARF FE'1, PROPOSED F. F PER PLANS = 31.3' Q FOOL DECK 0 3 .SQUARE" 1 L;( NOTE, FRONT SIDEWALK AND STREET LOCATION TAKEN FROM PUNS PROVIDED By CLIENT NOT FIELD VERIFIED Gj?(_ A» Jl T l ; . Liz-NSCROTT & A SSOC' , INC. - I:N_ Lj jI''I.I,?, LEGEND - LEGEND - — PLAT P. OL POINT ON LINE 5400 E. COLONIAL DR. ORLANDO, FL. 32807 (407)-277--3232 FAX (107)-6.58 — 143i) FIELD TYP. TYPICAL NOTES: JP IRON PIPE PRC POINT OF PCVERSC CURVATURE I THE UNDERSIGNED DOES HEREBY CERTIFY TINT THIS SURVEY MEETS THE STANDARDS OF PRACTICE SET FORTH BY THE FLORIDA B(W21) OR' IP,CH IRONPOD P D. POINT OF COMPOUND CuavATURE PROFESSIONAL SURVEYORS AND MAPPERS IN CHAPTER SJ-17 FLORIDA ADMINISTRATIVE CODE PURSUANT TO SECTION 472027, FLORIDA STATIAS H . f, DIJCP[iC MpIJDMCNT PAD. • RADIAL 1 T IP Ile' IR •/ULII 4596 N. - IJDI-Rn1)1 Al ? UNLESS EMBOSSED WITH SURVEYOR'S SIGNATURE AND ORIGINAL RAISED SEAL, THIS SURVEY MAP OR COPIES ARE NOT VAUD. MCC RECOVERED VP, VIT14ESS PDINT 3 THIS SURVEY WAS PREPARED FROM TIRE INFORMATION FURNISHED TO THE SURVEYOR WERE MAY BE OTHER RESTRICTIONS P,OF PO NIT OF BEGINNING CALL. CALCULATED OR CASEMENTS THAT AFFECT THIS PROPERTY. PDC POINT of CUHHENCCHCNT A.RA FE RMANCNT REFERCNCC MONUHENT 4, NO UNDERGROUND IMPROVEMENTS HAVE BEEN LOGATFD UNLESS OTHERWISE. SHOWN. NAJ [RL IN[ FF, • BUILDING FLOOR K LINE ION 5. THIS SURVEY IS PREPARED FOR THE SOLE BENEFIT OF THOSE CERTIFIED TO AND SHOULD NOT BF. REUEO UPON BY ANY OTHFR ENTITY NFU • NAIL C DISY D.S L. BUILDING CTDACK LILAC I•/'. - RIGNI- OF-VAl DN. OCNCHMARK 6. DIMENSIONS SHOWN FOR THE LOCATION OF IMPROVEMENTS HEREON SHOULD NOT BE USED TO RECONSTRUCT BOUNDARI UNLS. S117. = EASEMENT 9.B IASE 2EAPING 7, BEARINGS. ARE BUSED ASSUMED DATUM AND ON THE LINE SHOWN AS BASE BEARING (BB) RAIN. DRAINAGE B. ELEVATIONS, 'F SHOwN, ARE BASED ON NATIONAL GEODETIC VERTICAL DATTIM OF 1929, UNLESS OTHERWISE NOTED. UTHUTII. • UTILITYI 9 CERTIFICATE OF AUTHORIZATION No. 4596 CIAIJL1NY FENCE vDFC. Vnon FENCE I ---------------- c/D CONCRETE BLOC Y SCALE I— 1' - 30• --1 DRAWN BY• ••• PC = PINT OF CURVATURE P.T PDIIIT OF TANGENCY CERTIFIED BY CA SC DESCRIPTION - - -- P PAD NUS PLOT PLAN 09-01- 17 3676- 17 I APC LCNGUI REVISED PLOT PLAN (MOVED A/C) 09-19-2017 D DLL IA ulDan L h CHORDTIF01NG NORTII THIS BUILDING\PROPERTY DOES NOT LIE WITHIN --------- - - - - -- - - Ir1F_ FtiTABUSHCO 100 YFAR 1`7000 PLANE AS PER "HRM- TOM X. GRUSENMEYER, R.L.S. N 4714 MAP M 12117CO09OF (09- 28-07) JAMES W. SCO1T, R. L.S I{' 4801 LIMITED POWER OF ATTORNEY Altamonte Springs, Casselberry, Lake Mary, Longwood, Sanford, Seminole County, Winter Springs Date: 6) / 7 I hereby name and appoint: David Mercer an agent of: Park Square 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): 9-The specif pe 1t a d application for ork located at: Street Add Expiration Date for This Limited Power of Attorney: License Holder Name: Vishaal Gupta State License Number: Signature of License H STATE OF FLORIDA COUNTY OF Orange CRC1330351 12/31/17 3'z >>i The foregoing instrument was acknowledged before me this Alday Of 204; by Vishaal Gupta who is ,(pers ' ally known to me or who has produced as identification and who did (did not) ta'kjn/path I Notary Seal) t ;' u,;•. MICHELLE PARKISON MY COMMISSION # FF 063452 EXPIRES- October 30, 2017 Bondod Thru Notary Public Underwriters Rev. 08.12) SignVure Print or type name Notary Public -State of Apr CiC>_ Commission No. FFocD 3y5a My Commission Expires: /o a 2011 Page 1 of 1 THIS INSTRUMENT PREPARED BY AND UPON RECORDING, PLEASE RETURN TO: R. Travis Retz, Esq. GODBOLD, DOWNING, BILL & RENTZ, PA 222 W. Comstock Avenue, Suite 101 Winter Park, FL 32789 rh•,jHT r1,;L, sE I c .:ftl• C ERK OF CIRCUIT CDl1f T i:06PTROLLEF+ CLERK -S lt 2417C17 301 RE ORGED 01' iiy:4a:; Ar iE"cD DC" TAX r2`,1!6.C11'1 R`40F.E-Mi: FEE -7 "U SPACE ABOVE THIS LINE FOR RECORDING DAT SPECIAL WARRANTY DEED THIS SPECIAL WARRANTY DEED is made and entered into as of the 2" d day of August, 2017, by and between BRISSON INVESTMENTS, LLC, a Florida limited liability company, whose post office address is 27 North Summerlin Avenue, Orlando, FL 32801 Grantor"), to PARK SQUARE ENTERPRISES, LLC, a Delaware limited liability company, whose address is 5200 Vineland Road, Suite 100, Orlando, FL 32811 ("Grantee"). Wherever used herein, the terms "Grantor" and "Grantee" shall be deemed to include all the parties to this Special Warranty Deed and the heirs, legal representatives and assigns of individuals and the successors and assigns of corporations. The singular shall be deemed to include the plural, and vice versa, where the context so permits. WITNESSETH: THAT, for and in consideration of the sum of Ten and No/100 Dollars ($10.00) and other good and valuable considerations, the receipt and sufficiency of which is acknowledged by Grantor, Grantor hereby grants, bargains, sells, conveys and confirms unto Grantee all that certain real property together with the improvements thereon (hereinafter collectively referred to as the "Real Property") in Seminole County, Florida, more particularly described as follows: See Exhibit "A" attached hereto and incorporated herein by this reference. TOGETHER WITH all the tenements, hereditaments and appurtenances thereto belonging or in any way appertaining. TO HAVE AND TO HOLD the same unto Grantee in fee simple, forever. AND Grantor hereby fully warrants the title to the Real Property and will defend the same against the lawful claims of all persons claiming by, through or under the Grantor, but not otherwise; the foregoing subject to, real estate taxes or assessments for 2017 and the matters set forth on Exhibit "B" attached hereto and incorporated herein by this reference, all of which, by reference hereto, shall not serve to reimpose same. Book8965/Pagel44 CFN#2017078301 Page 1 of 4 http://officialrecordsbN,.seminoleclerk.org/BrowserV]*ew/ 8/24/2017 Page 1 of 1 IN WITNESS WHEREOF, Grantor has caused this Special Warranty Deed to be executed as of the day and year first above written. Signed, Sealed and Delivered in the Presence of: Print Name:'3a-LE eS '— Print Name: R. Travis Rentz STATE OF FLORIDA COUNTY OF ORANGE GRANTOR: BRISSON INVESTMENTS LLC, a Florida limited liability company By: W[— RoVert tkiss Authorit epresentative t- The foregoing instrument was acknowledged before me this 2 day of July, 2017, by Robert Zlatkiss, as Authorized Representative of Brisson Investments LL,C, a Florida limited liability company, on behalf of said entity. He is personally known to me or d- Ica o . wr couwus+ou3r .T ow+rsEs: .,r+s. xzuz? eow.a rw„ Narry welfe lhdr rllr+ Notary Public, tale of ort a Seal) Book8965/Page145 CFN#2017078301 Page 2 of 4 http://officialrecordsbv.seminoleclerk-.or,c,,BrowserView/ 8/24/2017 Page 1 of 1 Exhibit "A" Legal Description Lots 3, 4, 5, 8, 9, 13, 14, 15, 46, 47, 50, 51, 55, 56, 57, 58, 93, 94, 95, 99, 100, 104, 105, 106, 107, 108, 112, 113, 114, 115, 139, 140, 141, 142, 143, 144, 149, 150, 155, 156, 157, 162, 163, 164, 179, 180, 210, 211, 212, 216, 217, 218, 219, 220, 221, 224, 225, 229, 230, 231, 237 and 238, Wyndham Preserve, according to the Plat thereof as recorded in Plat Book 81, Pages 93 through 102, inclusive, Public Records of Seminole County, Florida. Book8965/Pagel46 CFN#2017078301 Page 3 of 4 http://officialrecordsbv.seminoleclerk.oraBrowserView/ 8/24/2017 Page 1 of 1 Exhibit "B" Permitted Exceptions 1. Annexation Ordinance recorded October 13, 2005 in Book 5950, Page 1143. 2. City of Sanford Development Order No. 12-20 recorded August 16, 2012 in Book 7835, Page 76; re -recorded October 5, 2012 in Book 7870, Page 613; and corrected and recorded September 11, 2014 in Book 8330, Page 60. 3. Cooperation Agreement between Serengeti Properties, LLC, a Florida limited liability company and Brisson Investments LLC, a Florida limited liability company, recorded October 31, 2012 in Book 7889, Page 598 and Amendment to Cooperation Agreement recorded October 26, 2016 in Official Records Book 8793, Page 289. 4. Provisions of Wyndham Preserve, recorded in Plat Book 81, Pages 93 through 102, inclusive. 5. Declaration and Dedication of Avigation Easement and Related Covenant and Agreements recorded May 17, 2017 in Book 8916, Page 1019. 6. Declaration of Covenants, Conditions, Easements and Restrictions for Wyndham Preserve recorded July 5, 2017 in Book 8947, Page 158. 7. Notice of Commencement recorded July 12, 2017 in Book 8951, Page 634 (as to Lot 112). 8. Notice of Commencement recorded July 12, 2017 in Book 8951, Page 635 (as to Lot 113). 9. Notice of Commencement recorded July 12, 2017 in Book 8951, Page 636 (as to Lot 114). 10. Zoning, ordinances and/or restrictions and prohibitions imposed by governmental Authorities. Book8965/Pagel47 CFN#2017078301 Page 4 of 4 http://officialrecordsbv.seminoleclerk.ora/BrowserView/ 8/24/2017 CITY OF SANFORD BUILDING & FIRE PREVENTION 6 - a PERMIT APPLICATION Application No: / -7- Y Documented Construction Value: $ 12612.E 3Z(p253. eo Job Address: 3752 Saltmarsh Loop, Sanford 32771 Parcel ID: 17-20-31-502-0000-0080 Type of Work: New 0 Addition Alteration Description of Work: Construction of new sing Lot 8) Historic District: Yes No Residential X Commercial Repair Demo Change of Use Move le 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: mparkisonCa»parksquarehomes.com Property Owner Information Phone: 407-529-3000 Resident of property? : No Contractor Information Name Park Square Homes/ Vishaal Gupta Phone: 407-529-3000 Street: 5200 Vineland Rd Suite 200 City, State Zip: Orlando, FL 32811 Fax: 407-529-3001 State License No.: CRC1330351 Architect/Engineer Information Arch / MJS Home Designs 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: 51h Edition (2014) Florida Building Code Revised. June 30, 2015 ` I— Permit Application IX 16 43 5 3 Oz5. L151 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 1 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 lama's regulating construction and zoning. AIA. I —_ Z 09 'I/', Signature of O++ er/Agc t Date Vishaal Gupta Print O++•ner/Age1?0-Name AA11 JA A i I/ -Ala 09 /i 7 Signature of Contractor/Agcn Date Vishaal Gupta Print Contractor/Aaent's Name S L we of Notary -State of Flon a Date Seen MICHELLE PARKI SONJ^ MY COMMISSION d FF 063,15, MICHELLE PARKISON MY COMMISSION p FF 063452 ' EXPIRES: October 30, 2017tiYl,`,:c: EXPIRES: October 30, 2017 Bonded Thr i N ry Public d 1olaUnnrwrl nrn Bondod Thai Noiary Public Undorwrllan Owner/Agent is erso m 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 [g Electrical® Mechanical® Plumbing[ Gas Roof Construction Type: Occupancy Use: Flood Zone: V5EE Ki igCNEL Total Sq Ft of Bldg: 3o$y Min. Occupancy Load: (o # of Stories: 2- New Construction: Electric - # of Amps ISO Fire Sprinkler Permit: Yes No k # of Heads APPROVALS: ZONING: to 19I UTILITIES: COMMENTS ENGINEERING MTG 1t)'a Zoll FIRE: Ok to construct single family home with setbacks and impervious area shown on plan. qZ 6arc-e\ oeN,,_ - A , CTPI Plumbing - # of Fixtures IQ Fire Alarm Permit: Yes NoK] WASTE WATER: BUILDING: SF ta•z_,9 t7 Revised June 30. 2015 Permit Application CITY OF SANFORD BUILDING & FIRE PREVENTION SE 5117 PERMIT APPLICATION Application No: Documented Construction Value: $ 126,502.00 Job Address: 3752 Saltmarsh Loop, Sanford 32771 (Lot 8) Historic District: Yes No Parcel ID: 17-20-31-502-0000-0080 Residential 0 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: Email: mparkison(cDparksguarehomes.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 Architect/Engineer Information Arch. / MJS Home Designs 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: 5' 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. Signature ofOvAer/Agefit Vishaal-Gu Print Owner/Aeen of Notary -State of A14A A 09 Signature of Contractor/Agent(/Date Vishaal-Gupta Print Contractor/Aeent'rWame Oy kd-1-2 yea i . II 0y/r//7 MICHELLE PARKISON MICHELLE PARKISON '•4 < MY COMMISSION # FF 063452 MY COMMISSION # FF 063452 =";, N EXPIRES: October 30, 2017 EXPIRES: October 30, 2017 A, Bondod Thru Notary Public Undorwritnra Bondod Thru Notary Public Undorwrilors Owner/Agent is erso 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: New Construction: Electric - # of Amps Fire Sprinkler Permit: Yes No # of Heads APPROVALS: ZONING: ENGINEERING: COMMENTS: Flood Zone: of Stories: Plumbing - # of Fixtures Fire Alarm Permit: Yes No UTILITIES: 124 b ` -l% WASTE WATER: IN 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 Prepour 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 Residence Address: ELECTRICAL PERMIT Min Max Inspection Description I l7 U IJ Q-O J 1J 1 EL.CC--KTZ-LC 10 Footer / Slab Steel Bond 20 30 Temporary Underground Power (TUG) 30 Electric Rough 1000 Electric Final PLu ,1 1 0 Min Max Inspection Description 10 Plumbing Underground 20 Plumbing Tubset 10 1000 Plumbing Sewer 1000 Plumbing Final MECHANICAL PERMIT Min Max Inspection Description 10 Mechanical Rough 1000 Mechanical Final REVISED: June 2014 GRANT 11ALOY SE11INOLE COUNTY CLERK OF CIRCUIT COURT 1, COMPTROLLER BK 0017 F's 1550 (1F'9s) CLERK'S A 2017111030 RECORDED 11/132/21i17 02:10:21 FM RECORDING FEES $10.00 RECORDED BY hdevore THIS INSTRUMENT PREPARED BY: Name: Michelle Brana Address: 5200 Vineland Road Suite 200 Orlando, Florida 32811 NOTICE OF COMMENCEMENT Permit Number: Z7 / Parcel ID Number: -7- 40 — — The undersigned hereby gives notice that improvement 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. DESCRIW1ON OF PROPERTY: (Legal description of the property and street address if available) Lot jr Wyndham Preserve Plat Book 81 / Pages 93-102 3 %S. 51-IMWeS4 `os7 25anford, FL 32771 2. GENERAL DESCRIPTION OF IMPROVEMENT: Construction of a new single family residence 3. OWNER INFORMATION OR LESSEE INFORMATION IF THE LESSEE CONTRACTED FOR THE IMPROVEMENT: Name and address: Park Square Enterprises LLC 5200 Vineland Rd Suite 200 Orlando FL 32811 Interest in property: Fee Simple Fee Simple Title Holder (if other than owner listed above) Name: Address: 4. CONTRACTOR: Name: Park Square Homes Phone Number: 407-529-3000 Address: 5200 Vineland Road Suite 200 Orlando, Florida 32811 5. SURETY (If applicable, a copy of the payment bond Is attached): Name: N/A Address: N/A Amount of Bond: N/A 6. LENDER: Name: Fifth Third Bank Phone Number: Address: 5050 Kingsley Dr. MD: 1 MOC3J Cincinnati, OH 45227 7. Persons within the State of Florida Designated by Owner upon whom notice or other documents may be served as provided by Section 713.13(1)(a)7., Florida Statutes. Name: Phone Number: Address: 8. In addition, Owner designates of to receive a copy of the Lienor's Notice as provided in Section 713.13(1)(b), Florida Statutes. Phone number: 9. Expiration Date of Notice of Commencement (The expiration is 1 year from date of recording unless a different date is specified) 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 INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE COMMENCING WORK OR RECORDING YOUR NOTICE OF COMMENCEMENT. Signatu a of Owner or Lessee. or Owner's or Lessee's Authorized OfricerfDvector/PartnerfManager) Vishaal Gupta, Executive Vice President Print Name and Provide Signatory's Tide/Office) State of Or/-C County of o/ The foregoing Instrp ent was ackno ledg before me this day of / " ? Ile Y0 by V ( Who Is personally known tome Name of person making stalemem who has produced Identification 0 type of Identification produced: o"+'y ARUN7BA A GOEL•'' N1Y COMFFt54106,, EXPIpEr 14, 2018 acre 40, pp01p0 Florld"Nottl lce.com 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: 3752 Saltmarsh Loop Property Owner: Park Square Enterprises, LLC Parcel identification Number: 17-20-31-502-0000-0080 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: NSA 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: W 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# 17-2827 Reviewed by: Michael Cash, CFM Date: October 9, 2017 Application for Paved Driveway, Sidewalk or Walkway Including Right -of -Way Use & N_,ORI—,' Landscaping in Right -of -Way www.sanrordll gov Department of Planning 8r 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 Kno.w,aysbelow. size and location of the existing right—of-way and use shall be provided or application could be delayed Call before you dig. 1. Protect Location/Address: ? ` .9— 2. Proposed Activity. 0 Driveway Walkway Other 3. Schedule of Work: Start Date Completion Date Emergency Repairs 4. Brief Description of Work. Construction of new driveway for new single family residence This application is submitted by: Properly Owner Signature Address. 5200 Vineland Rd fu 2 Phone: (407) 529-3135 Fax. Orlando, FL 32811 Print Name. Vishaal Gupta Email mparkison@parksquarehomescom Date: Of/r;L // 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, indemnity, 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 arising directly or indirectly out of or connected with the use of the City's right-of-way I have read and understand ttlelabovp statement and by signing this application I agree to its terms. Pre -pour Inspection by Application No: _ Reviewed: Public Works Utilities Approved: Engineering Site Inspected by: Special Permit Conditions 50, ThisWrmlyshall be posted on the site during construction. Please call 407.688.5080 24 hours in advance to schedule a pre -pour inspection. Date: Official Use Only Fee. Date: Date: Date. Date tb.Q—Z60 Date: November 2015 ROW Use Driveway pdf DESCRIPTION AS FURNISTIED: Lot 8, WYNDIgAM PRESERVE, as recorded in Plat Book 81, Pages 93 through 102 of the Public Records of Seminole County, Florida. P1,OT PLAN FOR/CERT11TIED TO: Park Square Enterprises, LLC Fa Delaware Corporation), Winderweedle, Haines, Ward & Woodman, PA; Attorneys' Title Insurance Fund; Bank of America LAKE MARY BOULEVARD (R/W VARIES) S 00017' 43" E 5.00' 1 PR f) CURVE DATA 0 RAIN INLET CI=-- D=00°43' 15" PER DRAIN PLANS o I?= f 071.45' BUI FER, WALL h o 13 40' SIDEWALK ESMT. C= 13 48' 35,00' CTY= S 89'57' 42" E WALL PER 89 30' 84.35' DRAIN PLANS LOT 8 W O) 3. AC4.0' O O CO 5.00' - 14.0' -,T 16.0' LOT 9 y r\ LANAI 16.0 o — Q) PROPOSED RESIDENCE con 2392-A BARCELONA 2 CAR GARAGE RIGHT COV'D. ENTRY n 5.00' - 8-- 5.00' 7T N Ar 89°42' 17" E 2 6.52 ' W O OO 5.00' O 5.00' o N 0 I- 16' 5.00' 25.20' I-O 1 DRIVE 25.20' AL ESMT. I IV 5' CO C. WALK LOT 7 SERJACKS AS FURNISHED FRONT = 25'(•) REAR = 20' B.B.) S 89040' 51 " W SIDE = 5' (40' LOT) 4-0.007.5, (60, 1-07) 10' (75' LOT) SIDE STREET = 25' (60' do 75' LOT) SALTMARSH LOOP 15' (40' LOT) 50' PRIVATE R/W) 25' FRONT SETBACK CAN BE REDUCED TO 20' ON CERTAIN LOTS. NO MORE THAN PLOT PLAN ONLY 2) IN SUCCESSION AT 20' AND A MINIMUM PLOT PLAN AREA CALCULATIONS NOT A SURVEY OF (2) IN SUCCESSION AT 25' TOTAL LOT AREA 7,113 i SQUARE FEET PROPOSED = FINSHED SPOT GRADE ELEVATIONS FLATWORK ON/OFF LOT = TOTAL t SQUARE FEET FLATWORK I-N DRAINAGE PLANS V DRIVE 4031 114= 517 t SQUARE FEET FOUNDATION/PAD 1,619 J: SOUAREE FEF_r h - = PROPOSED DRAINAGE FLOW WALKS 691 200= 269 t SQUARE FEET REAR PATIO 117 :F SQUARE FEEL FRONT PORCH DECK 120 1 SQUARE i'FFILOTGRADING7l'PE A Se F SOD 4,773 126 = 4,899 t SQUARE FEET POOL DECK 0 1 FEFI PROPOSED F.F. PER PLANS = 31.2' Q SOUARF. NOTE.: FRONT SIDEWALK AND STREET LOCATION TAKEN rROM PLANS PROVIDED BY CLIENT NOT rn D VERIrIFD ' N11I 7 - S [OTT ASSOC, INC - I_,AND SUR f11;' Y`O_ , LEGEND - LEGEND - 5400 E. COLONIAL DR. ORL.ANDO, FL. 32807 (407)-277-32.32 FAX (,107)-658-743G PLAT PUL. • POOR ON LINE F FIELD IYP. TYPICAL NOTES: 1r, IRON PIPE PRE. POINT OF REVERS[ CURVATURE O1' CONFOUND CURVATUREIRONPODPAD. I THE UNDERSIGNED DOES HEREBY CERTIFY THAT PITS SURVEY MEETS THE STANDARDS Or PRACTICE SET FORTH BY THE FLORIDA HOARD Of C4 • CONCRETE HONUHENi PAD. • RADIAPOINTLC RADIAL PROFESSIONAL SURVEYORS AND MAPPERS IN CHAPTER 5J-17 FLORIDA ADMINISTRATIVE CODE PURSUANT TO SECTION 472.027, FLORIDA S1•IIJfS CT IP. 112' I.R. ./MU A59G NR. -NON-PnDinl 2. UNLESS EMBOSSED WITH SUR Er OR'S SIGNATURE AND ORIGINAL RAISED SEAL. THIS SURVEY MAP OR COPIES ARE NOT VALID KLl: + RECOVERED V.P. WITNESS POINT J. THIS SURVEY WAS PREPARED FROM TITLE INFORMATION FURNISHED TO THE SURVEYOR. THERE MAY BE OTHER RESTRICTIONS FAD • POINT Or BEGINNING CALC. • CALCULATED OR EASEMENTS THAT AFFECT THIS PROPERTY. PO[ POINT Or COMMENCE[TUT PRK PFFNAIENT REFCRCNCE NONUNENT CLN TCRLINf F.F. FINISHED FLOOR ELEVATION 4, NO UNDERGROUND IMPROVEMENTS HAVE BEEN LOCATED UNLESS OTHERWISE SHOWN NAIL L DISK DS.L. BUILDING SETBACK LONE 5. THIS SURVEY IS PREPARED FOR THE SOLE BENEFIT OF THOSE CERTIFIED TO AND SHOULD NOT BE RELIED UPON BY ANY OIHFR FNTITY P,: - RIGNT-OF-VAY BN. BEIICRMRK 6. DIMENSION,; SHOWN FOR THE LOCATION Or IMPROVEMENTS HEREON SHOULD NOT BE USED TO RECONSTRUCT BOUNDARY' UNES LSNT. EASE NUR D.D. RASE BEARING 7. BEARINGi, ARE BASED ASSUVED DATUM AND ON THE LINE SHOWN AS BASE BEARING (B.B.) DPAIN. DRAINAGE B. ELEVATIONS, IF SHOWN, ARE WSr0 ON NWIONAL GEODETIC VERTICAL DATUM Or 1929. UNLESS OTHERWISE NOTLO UI IL u UTILWf CL.FC. CHAT I LINK, rENGC 9. CERTIFICATE OF AUTHORIZATION No 4596. I IT. won rCNCETIDLOCY SCALE f I- a ,}D' D21WN BY. •" C PUINC CURVATURE P.1 PNI T (A TAIIGEINCY nrSE DLSCRIP TION CERTIFIED BY: DATE UHDEF NO P • PADIU: PLOT PLAN 09-01 - 1 7 3F75- 77 1_ • APf, LLNGTII D - DELTA REVISED PLOT PLAN (MOVED A/C) 09-19-2017 CHORD CR CHORD BEARING NORTH PUS BUILDING\PROPERTY DOES NOT LIE WITFIIN I --------------------- - - ---- 1F}I_ F.5IABLISHED 100 YGAH F1000 PLANE AS PER 'FIRM' TOM X. GRUSENMEYER, R.L.S {I 4714 oN( ' a- MAP / 12117c0090r (09-28-07) JAMES W. SC071, Ir.L.S # 4801 LIMITED POWER OF ATTORNEY Altamonte Springs, Casselberry, Lake Mary, Longwood, Sanford, Seminole County, Winter Springs Date: I hereby name and appoint: David Mercer an agent of - Park Square 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 Poorer of Attorney: License Holder Name: Vishaal Gupta State License Number: Signature of License H STATE OF FLORIDA COUNTY OF Orange CRC 1330351 12/31/17 The foregoing instrument was acknowledged before me this A,,; -day of 2047, by Vishaal Gupta who is (personally known to me or who has produced identification and who did (did not) take an -oath. Sign ture Notary Seal) Print or type name E MICHELLEPARKISONNotar Public -State ofCOMMISSION0FF063452yPIRES: October30,2017 Commission No..;i= d Thai NOlnry Public Underwr0ors My Commission Expires: 10.3 -ac)7—) Rev. 08.12) as Paae 1 of 1 THIS INSTRUMENT PREPARED BY AiN-D UPON RECORDING, PLEASE RETURN TO: R. Travis Retz, Esq. GODBOLD, DOWNING, BILL & RENTZ, PA 222 W. Comstock Avenue, Suite 101 Winter Park, FL 32789 i IIIIII IIIII IIII! IIIII Illll IIIII IIII IIII nK OF : ir(,UiT `01,iRT i011PTROLLEr 2..: __ 'fi4-:17 i'3 i. CLERK'S t 20170783n1 Ali Dui TA:= 5 5 r 1 i 5. uiJ nut: J L'ira. 17tt'- CiPC-EG 2•1 hrdevcre PACE ABOVE THIS LINE FOR RECORDING DAT.4]---------------------------- SPECIAL WARRANTY DEED THIS SPECIAL WARRANTY DEED is made and entered into as of the 2" d day of August, 2017, by and between BRISSON INVESTMENTS, LLC, a Florida limited liability company, whose post office address is 27 North Summerlin Avenue, Orlando, FL 32801 Grantor"), to PARK SQUARE ENTERPRISES, LLC, a Delaware limited liability company, whose address is 5200 Vineland Road, Suite 100, Orlando, FL 32811 ("Grantee"). Wherever used herein. the terms "Grantor" and "Grantee" shall be deemed to include all the parties to this Special Warranty Deed and the heirs, legal representatives and assigns of individuals and the successors and assigns of corporations. The singular shall be deemed to include the plural, and vice versa, where the context so permits. WITNESSETH: THAT, for and in consideration of the sum of Ten and No/100 Dollars ($10.00) and other good and valuable considerations, the receipt and sufficiency of which is acknowledged by Grantor, Grantor hereby grants, bargains, sells, conveys and confirms unto Grantee all that certain real property together with the improvements thereon (hereinafter collectively referred to as the "Real Property") in Seminole County, Florida, more particularly described as follows: See Exhibit "A" attached hereto and incorporated herein by this reference. TOGETHER WITH all the tenements, hereditaments and appurtenances thereto belonging or in any way appertaining. TO HAVE AND TO HOLD the same unto Grantee in fee simple, forever. AND Grantor hereby fully warrants the title to the Real Property and will defend the same against the lawful claims of all persons claiming by, through or under the Grantor, but not otherwise; the foregoing subject to, real estate taxes or assessments for 2017 and the matters set forth on Exhibit "B" attached hereto and incorporated herein by this reference, all of which, by reference hereto, shall not serve to reimpose same. Book8965/Page144 CFN#2017078301 Page 1 of 4 http://officialrecordsbv.seminoleclerk.oraBrowserVie,,v/ 8/24/2017 Page 1 of 1 IN WITNESS WHEREOF, Grantor has caused this Special Warranty Deed to be executed as of the day and year first above written. Signed, Sealed and Delivered in the Presence of: U Print Name:-Sa e eS ,— Dee — Print Name: R. Trays Rentz STATE OF FLORIDA COUNTY OF ORANGE GRANTOR: BRISSON INVESTMENTS LLC, a Florida limited liability company By: W1 Ro ert tkiss Authorit epresentative The foregoing instrument was acknowledged before me this 2 day of July, 2017, by Robert Zlatkiss, as Authorized Representative of Brisson Investments LL' C, a Florida limited liability company, on behalf of said entity. He is personally known to me or has-- educe ica io . y Rox4kW TRAM FOM f =. T wr comwas+ou I FF M+es r DPM&Wyia%2 o Notary Public, tale of ort a Seal) Book8965/Page145 CFN#2017078301 Page 2 of 4 http://officialrecordsbv.seminoleclerk.orQ/BrowserView-/ 8/24/2017 Page 1 of 1 Exhibit "A" LejZal Description Lots 3, 4, 5, 8, 9, 13, 14, 15, 46, 47, 50, 51, 55, 56, 57, 58, 93, 94, 95, 99, 100, 104, 105, 106, 107, 108, 112, 113, 114, 115, 139, 140, 141, 142, 143, 144, 149, 150, 155, 156, 157, 162, 163, 164, 179, 180, 210, 211, 212, 216, 217, 218, 219, 220, 221, 224, 225, 229, 230, 231, 237 and 238, Wyndham Preserve, according to the Plat thereof as recorded in Plat Book 81, Pages 93 through 102, inclusive, Public Records of Seminole County, Florida. Book8965/Pagel46 CFN#2017078301 Page 3 of 4 http://officialrecordsbv.sem'moleclerk.or2BrowserView/ 8/24/2017 Paae 1 of 1 Exhibit "B" Permitted Excerptions l . Annexation Ordinance recorded October 13, 2005 in Book 5950, Page 1143. 2. City of Sanford Development Order No. 12-20 recorded August 16, 2012 in Book 7835, Page 76; re -recorded October 5, 2012 in Book 7870, Page 613; and corrected and recorded September 11, 2014 in Book 8330, Page 60. 3. Cooperation Agreement between Serengeti Properties, LLC, a Florida limited liability company and Brisson Investments LLC, a Florida limited liability company, recorded October 31, 2012 in Book 7889, Page 598 and Amendment to Cooperation Agreement recorded October 26, 2016 in Official Records Book 8793, Page 289. 4. Provisions of Wyndham Preserve, recorded in Plat Book 81, Pages 93 through 102, inclusive. 5. Declaration and Dedication of Avigation Easement and Related Covenant and Agreements recorded May 17, 2017 in Book 8916, Page 1019. 6. Declaration of Covenants, Conditions, Easements and Restrictions for Wyndham Preserve recorded July 5, 2017 in Book 8947, Page 158. 7. Notice of Commencement recorded July 12, 2017 in Book 8951, Page 634 (as to Lot 112). 8. Notice of Commencement recorded July 12, 2017 in Book 8951, Page 635 (as to Lot 113). 9. Notice of Commencement recorded July 12, 2017 in Book 8951, Page 636 (as to Lot 114). 10. Zoning, ordinances and/or restrictions and prohibitions imposed by governmental Authorities. Book8965/Page147 CFN#2017078301 Page 4 of 4 http://offic lalrecordsbv.seminoleelerk.orc,/BrowserV iew/ 8/24/2017 KISCORI, ('0P). FORM R405-2014 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Business and Professional Regulation - Residential Performance Method Project Name: Lot 008 Barcelona A RHG OptMbth - S Builder Name: One Stop Cooling and Heating Street• 3752 Saltmarsh Loop Permit Office: City of Sanford City, State, Zip: Sanford , FL , Permit Number1 _ '1 8 2 7'r _F:tSAN Owner: Park Square Homes Jurisdiction: 9100DesignLocation: FL, Orlando County:: Seminole (Florida Climate Zone 2' 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 4 d. N/A R= ft2 10. Ceiling Types (1485.0 sgft) Insulation Area 5 Is this a worst case? No a. Under Attic (Vented) R=30.0 1485.00 f12 6. Conditioned floor area above grade (ft2) 2413 b. N/A R= ft2 Conditioned floor area below grade (ft2) 0 c. N/A R= ft2 11 Ducts R ft2 7. Windows(313.0 sgft.) Description Area a Sup: Attic, Ret: Attic, AH: 2nd Floor 6 482.6 a. U-Factor: Dbl, U=0 55 210.00 ft2 SHGC: SHGC=0.22 b. U-Factor: Dbl, U=0.58 64.00 f12 12. Cooling systems kBtu/hr Efficiency SHGC: SHGC=0.25 a. Central Unit 47.0 SEER:16.00 c. U-Factor• Dbl, U=0.54 39.00 f12 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: 2.384 ft Area Weighted Average SHGC: 0.230 14. Hot water systems a. Electric Cap. 50 gallons 8. 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=0.0 928.00 ft2 None c. other (see details) R= 299.00 ft2 15. Credits Pstat Glass/Floor Area: 0.130 Total Proposed Modified Loads: 70.93 PASSTotalBaselineLoads: 74.05 1 hereby certify that the plans and specifications covered by Review of the plans and F -"E STq, this calculation are in compliance with the Florida Energy specifications covered by this f ,FOB Code. Diq,tally .,-d by Ralael calculation indicates compliance P. Vjk' tY,.,,;:::i 5 i`;,a Rafael Izquierdo 1=q etdo with the Florida Energy Code. u,;,, , ; Y; ,,, O PREPARED BY: DATE: Date 2017 09 21 13 21 27 .04'00' Before construction is completed this building will be inspected for compliance with Section 553.908 c I hereby certify that this buildin as designed, is in compliance Florida Statutes. C with the Florida Energy Code. OD wE OWNER/AGENT: BUILDING OFFICIAL: DATE: i DATE: rG 1 Compliance requires certiftcaiion by the handler unit manufacturer that the air handler enclosure qualifies as certified factory -sealed in accordance with R403.2.2.1. Compliance requires an Air Barrier and Insulation Inspection Checklist in accordance with R402.4.1.1 and an envelope leakage test report in accordance with R402.4.1.2. Compliance with a proposed duct leakage On requires a Duct Leakage Test Report confirming duct leakage to outdoors, tested in accordance with Section 803 of RESNET Standards, is not greater than 0.030 On for whole house. 9/21/2017 1:11 PM EnergyGauge@ USA - FlaRes2014 Section R405 4 1 Compliant Software Page 1 of 5 FORM R405-2014 PROJECT Title: Lot 008 Barcelona A RHG Op Bedrooms: 4 Address Type: Street Address Building Type: User Conditioned Area: 2413 Lot # 08 Owner: Park Square Homes Total Stories: 2 Block/Su bDivision: WP of Units: 1 Worst Case: No PlatBook: Builder Name: One Stop Cooling and Heatin Rotate Angle: 0 Street: 3752 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 IECC Design Temp Int Design Temp Heating Design Daily Temp Design Location TMY Site Zone 97.5 % 2.5 % Winter Summer Degree Days Moisture Range FL, Orlando FL_ORLANDO_INTL_AR 2 41 91 70 75 526 44 Medium BLOCKS Number Name Area Volume 1 Blockl 2413 22072.8 SPACES Number Name Area Volume Kitchen Occupants Bedrooms InfilID Finished Cooled Heated 1 1 st Floor 1186 11029.8 Yes 1 1 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 ---- ---- 132 ftz 11 0.29 0 0.71 2 Floor over Garage 2nd Floor ---- ---- 167 ftz 11 0.29 0 0.71 3 Slab -On -Grade Edge Insulatio 1 st Floor 127 ft 0 1186 ftz 0.29 0 0.71 4 Floor Over Other Space 2nd Floor ---- ---- 928 ftz 0 0.29 0 0.71 ROOF Roof Gable Roof Solar SA Emitt Emitt Deck Pitch V # Type Materials Area Area Color Absor. Tested Tested Insul. deg) 1 Hip Composition shingles 1661 ftz 0 ftz 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 1485 ftz N N 9/21 /2017 1:11 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 2 of 5 FORM R405-2014 CEILING Ceiling Type Space R-Value Ins Type Area Framing Frac Truss Type 1 Under Attic (Vented) 1st Floor 30 Blown 1485 ft2 0.1 Wood WALLS Adjacent Cavity Width Height Sheathing Framing Solar Below t_ Orn To Wa f_T_ype Space R_Value Et In Et In Area R-lLalue-Fraction A-bsor__Grade%- 1 N Exterior Frame - Wood 2nd Floor 11 30 0 9 0 270.0 ft2 0 0.25 08 0 2 N Exterior Concrete Block - Int Insul 1st Floor 4.1 30 0 9 4 280 0 ft2 0 0 08 0 3 E Exterior Frame - Wood 2nd Floor 11 54 6 9 0 490.5 ft2 0 025 08 0 4 E Exterior Concrete Block - Int Insul 1st Floor 4.1 44 6 9 4 415.3 ft2 0 0 08 0 5 S Exterior Frame - Wood 2nd Floor 11 30 0 9 0 270.0 ft2 0 0.25 08 0 6 S Exterior Concrete Block - Int Insul 1st Floor 4 1 8 0 9 4 74.7 ft2 0 0 0.8 0 7 W Exterior Frame - Wood 2nd Floor 11 54 6 9 0 490.5 ft2 0 0.25 08 0 8 W Exterior Concrete Block - Int Insul 1st Floor 4 1 44 6 9 4 415 3 ft2 0 0 0.8 0 9 Garage Frame - Wood 1st Floor 11 22 0 9 4 205 3 ft2 0 0.25 08 0 DOORS Ornt Door Type Space Storms U-Value Width Height Area Ft In Ft In 1 S Insulated 1st Floor None 39 3 8 24 ft2 2 Wood 1st Floor None 39 2 8 8 21.3 ft2 WINDOWS Orientation shown is the entered, Proposed orientation. Wall Overhang V Ornt ID Frame Panes NFRC U-Factor SHGC Area Depth Separation Int Shade Screening 1 N 1 Metal Low-E Double Yes 0.55 0.22 30.0 ft2 1 ft 0 in 1 ft 2 in Drapes/blinds None 2 N 2 Metal Low-E Double Yes 0.55 0.22 30.0 ft2 1 ft 0 in 1 ft 4 in Drapes/blinds None 3 N 2 Metal Low-E Double Yes 0.58 025 64.0 ft2 7 ft 4 in 1 ft 4 in None None 4 E 3 Metal Low-E Double Yes 0.55 0.22 45.0 f12 1 ft 0 in 1 ft 2 in Drapes/blinds None 5 E 4 Metal Low-E Double Yes 055 022 45.0 ft2 1 ft 0 in 11 ft 0 in Drapes/blinds None 6 E 4 Metal Low-E Double Yes 054 025 4.0 ft2 1 ft 0 in 11 ft 0 in Drapes/blinds None 7 S 5 Metal Low-E Double Yes 0.55 0.22 15.0 f12 1 ft 0 in 1 ft 2 in Drapes/blinds None 8 S 5 Metal Low-E Double Yes 0.54 0.25 4 0 ft2 1 ft 0 in 1 ft 2 in Drapes/blinds None 9 S 5 Metal Low-E Double Yes 0.54 0.25 12.0 ft2 1 It 0 in 1 ft 2 in Drapes/blinds None 10 W 7 Metal Low-E Double Yes 0.55 0.22 30 0 ft2 1 ft 0 in 1 ft 2 in Drapes/blinds None 11 W 7 Metal Low-E Double Yes 0.54 0.25 15.0 ft2 1 ft 0 in 1 ft 2 in Drapes/blinds None 12 W 8 Metal Low-E Double Yes 0.55 0.22 15 0 fill 1 ft 0 in 11 it 0 in Drapes/blinds None 13 W 8 Metal Low-E Double Yes 054 025 4 0 ft2 8 ft 0 in 1 ft 4 in Drapes/blinds None 9/21/2017 1:11 PM EnergyGaugeO USA - FlaRes2014 Section R405 4 1 Compliant Software Page 3 of 5 FORM R405-2014 GARAGE Floor Area Ceiling Area Exposed Wall Perimeter Avg. Wall Height Exposed Wall Insulation 1 455 ft2 455 ft2 64 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 V # 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 9/21/2017 1:11 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 4 of 5 FORM R405-2014 TEMPERATURES Programable Thermostat: Y Ceiling Fans: Coolin jj jj Jan jf j Feb Mar j j Apr j j Ma jXj Jun Xj Jul4 jjXj AugXj Se j Oct Nov j Dec Heating jXj Jan rX Feb MarH j j Apr j j May j Jun j Jul j j Auj SeP [ Oct oDecHNVentin [ ]Jan Feb Mar X] Apr [ j May Jun Jul Aug Se [X] Oct Nov 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 9/21/2017 1:11 PM EnergyGauge@ USA - FlaRes2014 Section R405.4.1 Compliant Software Page 5 of 5 FORM R405-2014 Florida Department of Business and Professional Regulations Residential Whole Building Performance and Prescriptive Methods ADDRESS: 3752 Saltmarsh Loop Permit Number: Sanford , FL , MANDATORY REQUIREMENTS See individual code sections for full details. 401.3 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 Statues) 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 verify that the EPL display card completed and signed by the builder accurately reflects the plans and specifications submitted to demonstrate compliance for the building. A copy of the EPL display card can be found in Appendix C. R402.4 Air leakage (Mandatory). The building thermal envelope shall be constructed to limit air leakage in accordance with the requirements of Sections R402.1 through R402.4.4. O 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 Installation. 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 402.4.1.1, 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 of not exceeding 5 air changes per hour in Climate Zones 1 and 2, and 3 air changes per hour in Climate Zones 3 through 8. Testing shall be conducted with a blower door at a pressure of 0.2 inches w.g. (50 Pascals). Where required by the code official, testing shall be conducted by 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. 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; and 6. Supply and return registers, if installed at the time of the test, shall be fully open. O R402.4.2 Fireplaces. New wood -burning fireplaces shall have tight -fitting flue dampers and outdoor combustion air. O 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 fool (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. O R402.4.4 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 E 283 at a 1.57 psf (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. R403.1.1 Thermostat provision (Mandatory). At least one thermostat shall be provided for each separate heating and cooling system. 0 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. 0 R403.2.2 Sealing (Mandatory)AII ducts, air handlers, and filter boxes and building cavities that form the primary air containment passageways for air distribution systems shall be considered ducts and plenum chambers, shall be constructed and sealed in accordance with Section C403.2.7.2 of the Commercial Provisions of this code and shall be shown to meet duct tightness criteria by post -construction or rough -in testing below. Duct tightness shall be verified by testing to Section 803 of the RESNET Standards by either an energy rater certified in accordance with Section 553.99, Florida Statutes, or as authorized by Florida Statutes, to be "substantially leak free" by either of the following: 1. Post -construction test: Total leakage shall be less than or equal to 4 cfm (113 Umin) per 100 square feet (9.29 m2) of conditioned floor area when tested at a pressure differential of 0.1 inches w.g. (25 Pa) across the entire system, including the manufacturer's air handler enclosure. All register boots shall be taped or otherwise sealed during the test. 2. Rough -in test: Total leakage shall be less than or equal to 4 cfm (113 Umin) per 100 square feet (9.29 m2) of conditioned floor area when tested at a pressure differential of 0.1 inches w.g. (25Pa) across the system, including the manufacturer's air handler enclosure. All registers shall be taped or otherwise sealed during the test. If the air handler is not installed at the time of the test, total leakage shall be less than or equal to 3 cfm 85 Umin) per 100 square feet (9.29 m2) of conditioned floor area. Exceptions: The total leakage test is not required for ducts and air handlers located entirely within the building envelope. 2. Duct testing is not mandatory for buildings complying by Section R405 of this code. 9/21 /2017 1:12 PM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Com Page 1 of 3 FORM R405-2014 MANDATORY REQUIREMENTS - (Continued) R403.2.3 Building Cavities (Mandatory). Building framing cavities shall not be used as ducts or plenums. R403.3 Mechanical system piping insulation (Mandatory). Mechanical system piping capable of carrying fluids above 105°F (41 °C) or below 55°F (1YC) shall be insulated to a minimum of R-3., R403.3.1 Protection of piping insulation. R403.4.1 Circulating hot water systems (Mandatory). Circulating hot water systems shall be provided with an automatic or readily accessible manual switch that can turn off the hot-water circulating pump when the system is not in use. R403.4.3 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 R403.4.4 Water heater efficiencies (Mandatory). 0 R403.4.4.1 Storage water heater temperature controls R403.4.4.1.1 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 1001F to 140°F (38°C to 60°C). R403.4.4.1.2 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. O R403.4.4.2 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 met the criteria Section R403 4 4 2 1. R403.4.4.2.1 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. R403.5 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. Outdoor air intakes and exhausts shall have automatic or gravity dampers that close when the ventilation system is not operating. R403.6 Heating and cooling equipment (Mandatory). The following sections are mandatory for cooling and heating equipment. O R403.6.1 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 which affect equipment sizing. System sizing calculations shall not include loads created by local intermittent mechanical ventilation such as standard kitchen and bathroom exhaust systems. R403.6.1.1 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 403.6, 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. 9/21/2017 1:12 PM EnergyGaugeO USA - FlaRes2014 - Section R405.4 1 Com Page 2 of 3 FORM R405-2014 MANDATORY REQUIREMENTS - (Continued) O R403.6.1.1 Cooling equipment capacity. (continued) The published value for AHRI total capacity is a nominal, rating -test value and shall not be used for equipment sizing. Manufacture's expanded performance data shall be used to select cooling -only equipment. This selection 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 temperature 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 multi -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 multi -family units, the capacity of equipment may be sized in accordance with good design practice. O R403.6.1.2 Heating equipment capacity R403.6.1.2.1 Heat pumps. Heat pumps sizing shall be based on the cooling requirements as calculated according to Section R403.6.1.1 and the heat pump total cooling capacity shall not be more than 1.15 times greater than the design cooling load. R403.6.1.2.2 Electric resistance furnaces. Electric resistance furnaces shall be sized within 4 kW of the design requirements calculated according to the procedure selected in Section R403.6.1. R403.6.1.2.3 Fossil fuel heating equipment. The capacity of fossil fuel heating equipment with natural draft atmospheric burners shall not be less than the design load calculated in accordance with Section R403.6.1. O R403.6.1.3 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. A variable capacity system sized for optimum performance during base load periods is utilized. R403.7 Systems serving multiple dwelling units (Mandatory). Systems serving multiple dwelling units shall comply with Sections C403 and C404 of the Commercial Provisions in lieu of Section R403. R403.8 Snow melt 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 55°F, and no precipitation is falling and an automatic or manual control that will allow shutoff when the outdoor temperature is above 40°F. R403.9 Swimming pools, inground spas and portable spas (Mandatory). The energy requirements for residential pools and inground spas shall be as specified in Sections R403.9.1 through R403.9.3 and in accordance with ANSI/APSP-15. The energy requirements for portable spas shall be in accordance with ANSI/APSP-14. O R403.9.1 Pool and spa heaters. All pool heaters shall be equipped with a readily accessible on -off switch that is mounted outside the heater to allow shutting off the heater without adjusting the thermostat setting. R403.9.1.1 Gas and oil -fired pool and spa heaters. All gas- and oil -fired pool and space 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 gas or LP gas shall not have continuously burning pilot lights. R403.9.1.2 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. O R403.9.2 Time switches. Time switches or other control method that can automatically turn off and on heaters and pumps according to a preset schedule shall be installed on all heaters and pumps. Heaters, pumps and motors that have built in timers shall be deemed in compliance with this equipment. Exceptions: 1. Where public health standards require 24-hour pump operations. 2. Where pumps are required to operate solar- and waste -heat -recovery pool heating systems. 3. Where pumps are powered exclusively from on -site renewable generation. O R403.9.3 Covers. Heated swimming pools and inground permanently installed 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: Outdoor pools deriving over 70 percent of the energy for heating from site -recovered energy, such as a heat pump or solar energy source computed over an operating season. RR404.1 Lighting equipment (Mandatory). A minimum of 75 percent of the lamps in permanently installed lighting fixtures shall be high -efficacy lamps or a minimum of 75 percent of permanently installed lighting fixtures shall contain only high efficacy lamps. Exception: Low -voltage lighting shall not be required to utilize high -efficacy lamps. O R404.1.1 Lighting equipment (Mandatory). Fuel gas lighting systems shall not have continuously burning pilot lights R405.2 Performance ONLY. All ducts not entirely inside the building thermal envelope shall be insulated to a minimum of R-6. O R405.2.1 Performance ONLY. Ceilings shall have minimum insulation of R-19. Where single assemby of the exposed deck and beam type or concrete deck roofs do not have sufficent space, R-10 is allowed. 9/21/2017 1:12 PM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Com Page 3 of 3 FORM R405-2014 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE INDEX* = 96 The lower the EnergyPerformance Index, the more efficient the home. 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 2 6. Conditioned floor area (ft2) 7. Windows" Description a. U-Factor: Dbl, U=0.55 SHGC: SHGC=0.22 b. U-Factor: Dbl, U=0.58 SHGC: SHGC=0.25 c U-Factor Dbl, U=0.54 SHGC: SHGC=0.25 d. U-Factor: N/A SHGC: Area Weighted Average Overhang Depth Area Weighted Average SHGC: 8 Floor Types a Slab -On -Grade Edge Insulation b Floor Over Other Space c. other (see details) 3752 Saltmarsh Loop, Sanford, FL, 7 7 New (From Plans) 9. Wall Types Single-family a. Frame - Wood, Exterior b. Concrete Block - Int Insul, Exterior 1 c. Frame - Wood, Adjacent 4 d. N/A 10. Ceiling TypesNoa. Under Attic (Vented) 2413 b N/A Area c. N/A 210.00 f12 11. Ducts a. Sup: Attic, Ret: Attic, AH: 2nd Floor 64.00 f12 12. Cooling systems 39 00 f12 a. Central Unit 2.384 ft 0 230 Insulation Area R=0 0 1186 00 f12 R=0.0 928 00 f12 R= 299.00 ft2 13 Heating systems a. Electric Heat Pump 14. Hot water systems a. Electric b. Conservation features 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 inspe n. Otherwise, a new EPL Display Card will be completed based on installed Code co plia t features. Builder Signature: Date: O Address of New Hom ::j75-a: A,4 erA 1"7a City/FL Zip: Insulation Area R=11.0 1521.00 f12 R=4.1 118530 ft2 R=11 0 205 33 ft2 R= ft2 Insulation Area R=30.0 1485 00 ft2 R= ft2 R= ft2 R ft2 6 4826 kBtu/hr Efficiency 47.0 SEER:16.00 kBtu/hr Efficiency 45 5 HSPF:9.00 Cap: 50 gallons EF: 0 9 Pstat vO, -VIA E ST4T G r tf, COD v%,f 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. Contact the EnergyGauge Hotline at (321) 638-1492 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. 9/21/2017 1:12 PM EnergyGauge@ USA - FlaRes2014 - Section R405.4.1 Compliant Software Page 1 of 1 wrightsoft° Project Summary Job: Lot 008 Barcelona ARHG ... 1 ' 7 Date: 07/02/2017 Entire House By: LF/wl One Stop Cooling and Heating Plan: RHG 7225 Sandscove Corrt. W irler Park FL 32792 Phore: (407) 629 - 6920 Fax: (407) 629 - 9307 Web www.OneStopCoolirg.com License: CAC032444 For: Park Square Homes 3752 Saltmarsh Loop, Sanford, FL Notes: Weather: Orlando Executive AP, FL, US Winter Design Conditions Outside db 44 OF Inside db 68 OF Design TD 24 OF Heating Summary Structure 20697 Btuh Ducts 3299 Btuh Central vent (0 cfm) 0 Btuh none) Humidification 0 Btuh Piping 0 Btuh Equipment load 23996 Btuh Infiltration Method Simplified Construction quality Fireplaces Average 0 Heating Cooling Area (ft2) 2505 2501 Volume (ft3) 22898 22898 Air charges/hour 0.41 0.21 Equiv. AVF (cfm) 156 80 Heating Equipment Summary Make Trane Trade TRANE Model 4TW R6048H 1 AHRI ref 7563627 Efficiency Heating Input Heating output Temperature rise Actual air flow Air flow factor Static pressure Space thermostat Capacity balance point = 28 OF 9 HSPF 45500 Btuh @ 47°F 0 0 0 cfrn 0 cfm/Btuh 0.50 in H2O Summer Design Conditions Outside db 93 OF Inside db 74 OF Design TD 19 OF Daily range L Relative humidity 50 Moisture difference 46 grAb Sensible Cooling Equipment Load Sizing Structure 21851 Btuh Ducts 11232 Btuh Central vent (0 cfm) 0 Btuh none) Blower 0 Btuh Use manufacturers data n Rate/swing multipplier 0.98Equipmengsensbleload32290 Btuh Latent Cooling Equipment Load Sizing Structure 3489 Btuh Ducts 2317 Btuh Central vent (0 cfm) 0 Btuh none) Equipment latent load 5806 Btuh Equipment Total Load (Sen+Lat) 38096 Btuh Req. total capacity at 0.75 SHR 3.6 ton Cooling Equipment Summary Make Trane Trade TRANE Cond 4TWR6048H1 Coil TEM6AOD48H41++TDR AHRI ref 7563627 Efficiency Sensible cooling Latent cooling Total cooling Actual airflow Air flow factor Static pressure Load sensible heat ratio 13.0 EER, 16 SEER 35250 Btuh 11750 Btuh 47000 Btuh 1567 cfm 0.047 cfm/Btuh 0.50 in H2O 0.85 Calculations approved byACCAto meet all requirements of Manual J 8th Ed. Wrl htsoft' 2017-Sep-0615:4053 Cp. 9 Righ-&Ae®Uriversal2017 17.023 RSU16202 Page 1 PL Temp Lof 008 BaroeloraA RHG OpUvtbfh- S.np Calc = NUB Frort Door faces S wrightsoft- Right-M Worksheet Entire House One Stop Cooling and Heating 7225 Sardscove Court, W irler Park. FL 32792 Phone (407) 629 - 6920 Fax (407) 629 - 9307 Web: wwwOneSloproolirg com License CAC032444 Job: Lot 008 Barcelona A RHG Opt.. Date: 07/02/2017 LFtLM Plan: RHG 1 Room name Entire House FOY 2 Exposed wall 296.0 ft 175 It 3 Room height 91 It d 9.3 It heaV000l 4 Room dimensions 1.0 x 168.0 It 5 Room area 2504.5 f8 168.0 IF Ty Construction U-value Or HTM Area 012) Load Area OF) Load number Btuh1ftl°F) BCuh4F) or perimeter (ft) Btuh) or perimeter (ft) Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 V 126-0sw 0.097 n 221 2 89 270 240 554 693 0 0 0 0 G 4A5-2om 0.550 n 1309 1351 30 0 393 405 0 0 0 0 13A-4ocs 0143 n 340 3.00 279 185 630 554 0 0 0 0 4A5-2om 0.550 n 1309 1351 30 0 393 405 0 0 0 0 11 4A5-2omd 0.580 n 13.80 16.02 64 0 883 1025 0 0 0 0 yJ L-•-G 12B-Osw 0 097 a 231 2.89 491 446 1028 1286 0 0 0 0 4A5-2om 0.550 a 1309 27.55 45 0 589 1240 0 0 0 0 13A-4ocs 0143 a 3.40 3.00 414 365 1242 1093 0 0 0 0 4A5-2om 0 550 a 13.09 2755 45 0 589 1240 0 0 0 0 4B5-2trn 0540 a 12.85 29.73 4 0 51 119 0 0 0 0 1213-09w 0.097 s 215 213 552 0 0 0 0 4A5-2om 0 550 s 13.093.0 3.7013.70 15 13 196 205 205 0 0 0 0 4B5-2hn 0 540 s 12.85 13.78 4 4 51 55 0 0 0 0 465-21rn 0 540 s 12.85 13.78 12 12 154 165 0 0 0 0 j 13A-4ocs 0143 s 340 3.00 74 50 172 151 74 50 172 151 11 D0 0 390 s 928 12.54 24 24 223 301 24 24 223 3010 1213-09w 0.097 w 231 2.89 491 446 1028 1286 0 0 0 0 4A5-2om 0.550 w 1309 2755 30 0 393 827 0 0 0 0 4B5-2fm 0.540 w 12.85 29.73 15 0 193 446 0 0 0 0 UrV 13A-4ocs 0143 w 3.40 3.00 414 395 1344 1183 88 73 250 220 4A5-2om 0.550 w 13.09 27.55 15 0 196 413 15 0 196 413 t(C 4135-2fm 0.540 w 12.85 13.78 4 4 51 55 0 0 0 0 P 12C-0sw 0.091 2.17 1.57 205 183 397 288 0 0 0 0 11 DO 0.390 n 928 12.54 21 21 198 267 0 0 0 0 C 16B-30ad 0.032 076 1.78 1489 1489 1134 2652 0 0 0 0 F 19A-0bscp 0295 264 2.06 132 132 348 272 0 0 0 0 F 19C-19rsm 0.049 040 0.32 166 166 67 52 0 0 0 0 F 22A-tpm 1.180 28.08 0.00 1191 127 3567 0 168 18 491 0 6 c) AED excursion 0 117 Envelope loss/gain 16617 17368 1332 1202 12 a) Infiltration 4080 1633 246 98 b) Room ventilation 0 0 0 0 13 Internal gains Occupants@ 230 5 1150 0 0 Appliances/other 1700 0 Subtotal (lines 6 to 13) 1 20697 21851 1577 1 1300 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 1577 1300 14 Subtotal 20697 21851 0 0 15 Duct loads 16 % 51 % 3299 11232 16 % 51 % 0 0 Total room load 23996 330B4 0 0 Fir required (cfm) 0 1567 0 0 Calculations aDDroved by ACCA to meet all requirements of Manual J 8th Ed w r i g h is oft' 2017- Sep-06 15 40:53 ZrA Righl•SuteGUriversa120t717023 RSUt6202 Page 1 PL Temp\Lot OOB Barcelor aA RHG OptMbth- S tip Calc = WB Frorl Door laces S wrightsoft• Right-JO Worksheet Entire House One Stop Cooling and Heating 7225 Sardsoove Court, W irter Park FL 32792 Phone: (407) 629 - 6920 Fax- (407) 629 - 9307 Web: wwwOneStopCooli g oom License CAC032444 Job: Lot 008 Barcelona A RHG OpL.. Date: 07/02/2017 Byy. LF/LM Pfan: RHG 1 Room name LOFT DIN 2 bposed wall 16.0 It 345 It 3 Room height 9.0 It heat/000l 93 It heatbool 4 Room dimensions 1.0 x 281.8 It 14.0 x 13.0 It 5 Room area 281.8 IF 1820 fR Ty Construction U-value Or HTM Area (iF) Load Area OF) Load number BWM12--n BtuW or perimeter (A) Btuh) or perimeter (A) Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 t12B-09N 0.097 n 231 2.89 0 0 0 0 0 0 0 0 4A5-2om 0.550 n 13.09 1351 0 0 0 0 0 0 0 0 13A-40cs 0.143 n 340 3.00 0 0 0 0 130 100 341 300 4A5.2om 0.550 n 13.09 13.51 0 0 0 0 30 0 393 405 11 4A5.2omd 0-80 n 13.80 16.02 0 0 0 0 0 0 0 0 W/ t-C 12&Osw 0.097 a 231 2.89 126 111 256 320 0 0 0 0 4A5.2om 0SM a 13.09 27.55 15 0 196 413 0 0 0 0 13A-4ocs 0.143 a 3.40 3.00 0 0 0 0 70 70 237 209 4A5-2om 0.650 a 13.09 27.55 0 0 0 0 0 0 0 0 4B5.2tm 0.540 a 12BS 29.73 0 0 0 0 0 0 0 0 1213-0s6v 0.097 s 231 2.89 0 0 0 0 0 0 0 0 4A5.2om 0S50 s 1309 13.70 0 0 0 0 0 0 0 0G 4135-2tm 0.540 s 12.85 13.78 0 0 0 0 0 0 0 0 485-2hn 0.540 s 12.85 13.78 0 0 0 0 0 0 0 0 13A-4ocs 0.143 s 3.40 3.00 0 0 0 0 0 0 0 0 11 DO 0390 s 928 12.54 0 0 0 0 0 0 0 0 12B-09w 0.097 w 231 2.89 18 18 42 52 0 0 0 0 4A5.2om 0.550 w 13.09 2755 0 0 0 0 0 0 0 0 465-2(m 0.540 w 12.85 29.73 0 0 0 0 0 0 0 0 13A-4ocs 0.143 w 3.40 3.00 0 0 0 0 121 121 411 362 4A5-2om 0.550 w 13.09 27.55 0 0 0 0 0 0 0 0 4B5.2fm 0.540 w 1285 13.78 0 0 0 0 0 0 0 0 P 1213-0sw 0.091 2.17 1.57 0 0 0 0 0 0 0 0 11DO 0390 n 928 12.54 0 0 0 0 0 0 0 0 C 16B-30ad 0.032 0.76 1.78 282 282 215 502 176 176 134 313 F 19A-Obsoa 0295 2.64 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-Ipm 1.180 28.08 0.00 0 0 0 0 182 35 969 0 6 c) AED excursion 19 78 Emelope loss/gain 711 1308 2485 1511 12 a) Infiltration 217 87 484 194 b) Room venblabon 0 0 0 0 13 Internal gains: Occupants@ 230 0 0 0 0 Applianoes/other 0 0 Subtotal (lines 61013) 928 1395 2970 1705 Less e)demalload 0 0 0 0 Less transfer 0 0 0 0 Redistribution 141 288 0 0 14 Subtotal 1070 1683 2970 1705 151 ud 1 1 16% 51% 171 16% 51% 473Totalroomload12402i2134432582 Air required (dm) 0 0 122 Calculations approved byACCA to meet all requirements of Manual J 8th Ed. Z= Ad- wrightsoft' 2017-Sep-0615,40:53 Right-Suite®Uriversal 2017 17.023 RSU16202 Page 2lc PL TempcLol008 BaroelonaA RHG OptMbth - S rip Calc = MJ8 Frort Door tares: S wrightsoft' Right-JO Worksheet Entire House One Stop Cooling and Heating 7225 Sardsoove Court, Wirier Park FL 32792 Phone. (407) 629 - 6920 Fax: (407) 629.9307 Web. wwwOneStopCooling.00m License: CAGO32444 Job: Lot 008 Barcelona A RHG Opt... Date: 07/02/2017 LF/LM Plan: RHG 1 Room name GATH KIT 2 Exposed well 32.0 11 11.5 ft 3 Room height 93 11 heat/cool 9.3 It heat/cool 4 Room dimensions 1.0 x 286.0 h 135 x 11.5 ft 5 Room area 286.0 fF 155 3 tF Ty Construction number U-value Btuh4tz-09 Or HTM BtuftV) Area 01) or perimeter (ft) Load Btuh) Area (fR) or perimeter (h) Load Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/PS Heat Cool 6 4 126sw -O 0.097 n 231 2.89 0 0 0 0 0 0 0 0 G 4A5-2om 0.550 n 13.09 1351 0 0 0 0 0 0 0 0 13A-4ocs 0 143 n 340 3.00 149 85 289 254 0 0 0 0 4A5-2om 0.550 n 1309 1351 0 0 0 0 0 0 0 0 1 1 4A5-2omd 0.590 n 1380 1602 64 0 B83 1025 0 0 0 0 t-G 12&0s6v 0 097 a 231 2.89 0 0 0 0 0 0 0 0 4A5-2om 0S50 a 13.09 27.55 0 0 0 0 0 0 0 0 13A-4ocs 0 143 a 3.40 300 149 119 4(4 356 0 0 0 0 4A5-2om 0.550 a 1309 2755 30 0 393 827 0 0 0 0 LLL GGG 4B5-2fm 0.540 a 1285 2973 0 0 0 0 0 0 0 0 12B-Osvv 0.097 s 2.31 289 0 0 0 0 0 0 0 0 4A5-2om 0.550 s 13.09 13.70 0 0 0 0 0 0 0 0 41215-2fm 0.540 s 12.85 13.78 0 0 0 0 0 0 0 0 4B5-2fm 0.540 s 12.B5 1378 0 0 0 0 0 0 0 0 Y 13A-4ocs 0143 s 3.40 3.00 0 0 0 0 0 0 0 0 D 11 DO 0.390 s 928 12.54 0 0 0 0 0 0 0 0 12B-Osw 0.097 w 231 289 0 0 0 0 0 0 0 0 4A5-2om 0.550 w 13.09 2755 0 0 0 0 0 0 0 0 4B5-2hn 0-w w 12.B5 2973 0 0 0 0 0 0 0 0 13A-4ocs 0.143 w 3.40 3 00 0 0 0 0 107 107 364 320 4A5-2om 0 550 w 1309 27.55 0 0 0 0 0 0 0 0 4B5-2frn 0.540 w 1285 1378 0 0 0 0 0 0 0 0 P 12C-Osw 0.091 2.17 1.57 0 0 0 0 0 0 0 0 1 D 11 DO 0390 n 928 12.54 0 0 0 0 0 0 0 0 C 1613-30ad 0.032 076 178 0 0 0 0 0 0 0 0 F 19A-0bscp 0295 2.64 206 0 0 0 0 0 0 0 0 F 19C-19csm 0.049 0.40 032 0 0 0 0 0 0 0 0 F 22A-tpm 1.180 2808 000 286 32 899 0 155 12 323 0 6 c) AED excursion 116 69 Emelope loss/gain 2868 2346 687 251 12 a) Infiltration 449 180 161 65 b) Room %entilation 0 0 0 0 13 Internal gains Omipants@ 230 0 0 0 0 Appliances/other 0 1200 Subtotal (lines 6 to 13) 3317 2526 848 1516 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 479 351 439 191 14 Subtotal 3796 2876 1288 1706 15 Dud loads 16%1 51T 60055 1479 16% 51% 205 877Totalroomload435514932583Airrequired (dm) 206 0 122 Calculations aDDroved by ACCA to meet all requirements of Manual J 8th Ed vvrightsoft' 2017-Sep-06 15 40 53 A t k RigN-Sute®Unversal2017 17.023 RSU16202 Page 3 PL Temp\Lot 008 BarceloreA RHG OpiMbih- S rnp Calc = MJB Frort Door faces S wrightsoft• Right-M Worksheet Entire House One Stop Cooling and Heating 7225 Sardsoove Coat, Winter Park FL 32792 Phone: (407) 629.6920 Fax: (407) 629 - 9307 Web: vA%w0reStopCoolircj.com License: CAC032444 Job: Lot 008 Barcelona A RHG Opt.. Date: 07/02/2017 Byy. LF/LM Pfan: RHG 1 Room name BED/DFFI WIC 2 Exposed wall 10.0 f1 5.0 A 3 Room height 93 It heat/cool 93 R heaVcool 4 5 Room dimensions Room area 11.0 x 10.0 ff 110.0 fF 5.0 x 5D n 25.0 fF Ty Construction U-value Or HTM Area 011) Load Area OF) Load number Bv /112-09 Btutvlt2) or perimeter (fl) Btuh) or perimeter (111) Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/5 Heat Cool 6 y/ G 126-09N 0.097 n 231 2.89 0 0 0 0 0 0 0 0 4A5-2om 13A-4ocs 0.550 0.143 n n 13.09 340 1351 3.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4A5-2om 0.550 n 13.09 13.51 0 0 0 0 0 0 0 0 11 4A5-2omd 0.580 n 13.80 16.02 0 0 0 0 0 0 0 0 t-G0.09712B-Os6v 4A5-3om 0550 a a 231 13.09 2.89 27.55 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 13A-4ocs 0.143 a 3.40 3.00 93 78 265 234 47 47 158 139 4A5.2om 0.550 a 13.09 27.55 15 0 196 413 0 0 0 0 4135-2(m 0.540 a 12.85 29.73 0 0 0 0 0 0 0 0 12B-09N 4A5-2om 0.097 0.550 s s 231 13.09 2.89 13.70 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4135.21rn 0.540 s 12.85 13.78 0 0 0 0 0 0 0 0 4135-2tm 0.540 s 12.85 13.78 0 0 0 0 0 0 0 0 V)I 13A-flocs 0.143 s 3.40 3.00 0 0 0 0 0 0 0 0 11 DO 0390 s 928 12.54 0 0 0 0 0 0 0 00 V J 12B-09N 0.097 w 231 2.89 0 0 0 0 0 0 0 0 4A5-2om 0.550 w 13.09 27.55 0 0 0 0 0 0 0 0 I?- G 4B5-2fm 13A-4ocs 0.540 0.143 w w 12.85 3.40 29.73 3.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4A5-2om 0.550 w 13.09 27.55 0 0 0 0 0 0 0 0 P L-D C 4135.2fm 12C-Osv 11DO 16B-30ad 0.540 0.091 03% 0.032 w n 12.85 2.17 928 0.76 13.78 1.57 12-94 1.78 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 F 19A-Obsoa 0295 2.64 2.06 0 0 0 0 0 0 0 0 F 19C-19csm 0.049 0.40 0.32 0 0 0 0 0 0 0 0 F 22A-Ipm 1.180 28.08 0.00 110 10 281 0 25 5 140 0 6 c) AED excursion 38 7 Emelope loss4gain 743 685 299 132 12 a) Infiltration 140 56 70 28 b) Room ventilation 0 0 01 0 13 Intemalgains: Occupants@ 230 1 230 0 0 Appliances/other 0 0 Subtotal (lines 6 to 13) 883 971 369 160 Les external load 0 0 0 0 Les transfer 0 0 0 0 Redistribution 365 301 0 0 14 Subtotal 1248 1273 369 160 15 Dud loads 116% 1 51 % 1 % 654 16% 51 % 59 82 Total room load 1448 1927 428 242 Air required (dm) 0 91 0 11 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wrightsoft' Righ-Stile®Universal201717023RSU16202 2017-Sep-0615AO:53 PL Temp1Lol008 BarceloneA RHG OptMblh- S.np Calc= fu118 Froh Door faces: S g wrightsoft' Right-M Worksheet Entire House One Stop Cooling and Heating 7225 Sardsoove Cout, Wirter Park, FL 32792 Plnre (407) 629 - 6920 Fax: (407) 629 - 9307 Web wwwOreSlopCoolirg com Licerse CAC032444 Job: Lot 008 Barcelona ARHG Opt.. Date: 07/02/2017 Byy: LF/LM Pfan: RHG 1 Room name HALL STR1 2 Exposed well 0 It 7.5 It 3 Room height 93 ft heaV000l 93 11 heaUmol 4 Room dimensions 1.0 x 44.0 ft 1.0 x 653 It 5 Room area 44 0 fF 653 fF Ty Construction number U-value BtuM?-°F) Or HTM BtuKt2) Area 012) or perimeter (ft) Load Btuh) Area (fF) or perimeter (ft) Load Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 yJ 12B-Osw 0.097 n 231 289 0 0 0 0 0 0 0 0 G 4A5-2om 13A-4ocs 0.550 0.143 n n 1309 340 13.51 3.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4A5-2om 0.550 n 1309 13.51 0 0 0 0 0 0 0 0 1 1 4A5-2omd 0.580 n 1380 16.02 0 0 0 0 0 0 0 0 y 12B-Osiv 0097 a 231 Z89 0 0 0 0 0 0 0 0 L-( 4A5-2om 0S50 a 13.09 27.55 0 0 0 0 0 0 0 0 13A-4ocs 0143 a 3.40 3.00 0 0 0 0 0 0 0 0 4A5-2om 0.550 a 1309 27.55 0 0 0 0 0 0 0 0 4B5-2fm 0 540 a 1285 29.73 0 0 0 0 0 0 0 0 12B-09w 0.097 s 231 2.89 0 0 0 0 0 0 0 0 4A5-2om 0.550 s 1309 13.70 0 0 0 0 0 0 0 0 4B5-2hn 0 540 s 1225 13.78 0 0 0 0 0 0 0 0 4B5-2fm 0 540 s 12.85 13.78 0 0 0 0 0 0 0 0 V J t-D 13A-flocs 0.143 s 340 3.00 0 0 0 0 0 0 0 0 11DO 0.390 s 928 12.54 0 0 0 0 0 0 0 0 y/ 12B-09w 0.097 w 231 2.89 0 0 0 0 0 0 0 0 4A5-tom 0.550 w 1309 2755 0 0 0 0 0 0 0 0 t CGI 4B5-2fm 0 540 w 12.85 29.73 0 0 0 0 0 0 0 0 13A-4ocs 0143 w 340 3.00 0 0 0 0 70 70 237 209 4A5-2om 0.550 w 13.09 27.55 0 0 0 0 0 0 0 0 4135-2fm 0.540 w 12.85 13.78 0 0 0 0 0 0 0 0 P 12C•Osw 0.091 2.17 1.57 0 0 0 0 0 0 0 0 11 DO 0.390 n 928 12.54 0 0 0 0 0 0 0 0 C 16B-30ad 0.032 076 1.78 0 0 0 0 0 0 0 0 F 19A-Obsop 0295 2.64 2.06 0 0 0 0 0 0 0 0 F 19C-19aw 0049 0.40 0.32 0 0 0 0 0 0 0 0 F 22A-tpm 1.180 28.08 000 44 0 0 0 65 8 211 0 6 c) AED excursion 0 11 Envelope loss/gain 0 0 448 198 12 a) Infiltration 0 0 105 42 b) Room venblabon 0 0 01 0 13 Internal gains Occupants@ 230 0 0 0 0 Applianceslother 0 0 Subtotal (lines 6 to 13) 10 0 553 240 Less extemal load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 553 240 14 Subtotal 0 0 0 0 15 Duct loads 160% 51 % 0 0 16 % 51 % 0 0 Total room load 0 0 0 0 Air required (dm) 0 0 0 0 Calculations approved byACCA to meet all requirements of Manual J 8th Ed. wrightsoft' Righi-Sute®Unversal201717023RSU16202 20t7-Sep-061Page 5 PL TemptLo1008 BarcelonaA RHG OptMblh- S.rip Calc = W8 Frort Door faces S 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: wwwOneStopCooling corn License, CAC032444 Job: Lot 008 Barcelona ARHG Opt-.. Date: 07/02/2017 Byy. LF/LM Phan: RHG 1 Room name BTH1 LAUN 2 Exposed wall 6.0 It 3.0 >t 3 Room height 93 It heaVcool 93 It heatfcool 4 5 Room dimensions Room area 115 x 6D ft 69.0 fR 1.0 x 865 It 865 fF Ty Construction U-value Or HTM Area 012) Load Area (fF) Load number BtuhrIF--g BtuhAq or penmeter (A) BWh) or penmeter (A) Btuh) Heat Cool Gross NrPIS Heat Cool Gross NIPS Heat Cool 6 y/ i 12B-0sw 0 097 n 231 229 0 0 0 0 0 0 0 0 4A5-2om 0.550 n 13.09 1351 0 0 0 0 0 0 0 0 13A-40cs 0.143 n 3.40 3.00 0 0 0 0 0 0 0 0 4A5-2om 0.550 n 13.09 1351 0 0 0 0 0 0 0 0 11 4A5.2omd 05W n 13.80 16.02 0 0 0 0 0 0 0 0 W/ t-f 12B-0snr 0.097 a 231 2.89 0 0 0 0 0 0 0 0 4A5-2om 0S50 a 13.09 27.55 0 0 0 0 0 0 0 0 13A-4ocs 0.143 e 3 40 3.00 56 52 176 155 0 0 0 0 4A5.2om 0.550 a 13.09 27.55 0 0 0 0 0 0 0 0 4135-2fm 0.540 a 12.85 29.73 4 0 51 119 0 0 0 0 Vjl 12B-09w 0.097 s 31 229 0 0 0 0 0 0 0 0 4A5.2om O.SSD s 133.09 13.7070 0 0 0 0 0 0 0 0 4B5-2hn 0S40 s 1285 13.78 0 0 0 0 0 0 0 0IIF--GG 4B5-Zm 0540 s 12.85 13.78 0 0 0 0 0 0 0 0 13A-4ocs 0.143 s 3.40 3.00 0 0 0 0 0 0 0 0 11 DO 0.390 s 928 12.54 0 0 0 0 0 0 0 0 1213-09N 0.097 w 231 2.89 0 0 0 0 0 0 0 0 4A5-2om 0.550 w 13.09 2755 0 0 0 0 0 0 0 0 4B5-2fm 0540 w 12.85 29.73 0 0 0 0 0 0 0 0 UJ 13A-4ocs 0.143 w 3.40 3.00 0 0 0 0 28 24 81 72 L-GG 4A5-2om 0.550 w 13.09 27.55 0 0 0 0 0 0 0 0 4B5.2frn 0.540 w 12.85 13.78 0 0 0 0 4 4 51 55 P L-D 12C-Osw 0.091 2.17 157 107 107 232 168 98 76 165 120 11 DO 0390 n 928 12.54 0 0 0 0 21 21 198 267 C 1613-30ad 0.032 0.76 1.78 0 0 0 0 0 0 0 0 F 19A-Obscp 0295 2.64 2.06 0 0 0 0 0 0 0 0 F 19C-19csm 0.049 0.40 032 0 0 0 0 0 0 0 0 F 22A-Ipm 1.180 28.08 0.00 69 6 169 0 87 3 84 0 6 c) AED excursion 6 37 Envelope loss/gain 628 448 580 551 12 a) Infiltration 84 34 42 17 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants@ 230 0 0 0 0 Applianoesrother 0 500 Subtotal(lines 6to13) 712 482 622 1068 Less ettemalload 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 847 698 14 Subtotal 712 482 1469 1765 15 Ductloads 169/6 51% 114 248 161/6 51 % 234 908 Total room load 826 729 1703 2673 Air required (dim) 0 35 0 127 Calculations approved byACCAto meet all requirements of Manual J 8ttt Ed. AG 1. - fif+- wrightsoft- Rtgh-SUte®Uriversal2017 17.023 RSU16202 2017-Sep-061 Page.6 PL Temp\Lot 008 BarcelonaA RHG OptMbth - S.np Calc = MJB Frort Door faces: S wrightsoft` Right-J® Worksheet Entire House One Stop Cooling and Heating 7225 Sardiscove Court, W uter Park FL 32792 Phone (407) 629 - 6920 Fax (407) 629 - 9307 Web wwwOneSlopCoolmg cvm License CAC032444 Job: Lot 008 Barcelona A RHG Opt... Date: 07/02/2017 By: LF/LM Plan: RHG 1 Room name NEED MTOI 2 Exposed Nell 46.0 ft 35 ft 3 Room heigh 90 It heaV000l 9.0 It heat/Oool 4 Room dimensions 1.0 x 3203 n 3.5 x 55 ft 5 Room area 320.3 tF 193 fR Ty Construction number U-value B6rFV --q Or HTM BWh4F) Area 011) or perimeter (ft) Load Btuh) Area 012) or perimeter (ft) Load Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 V1J 12B-09w 0 097 n 231 2 89 149 119 274 342 32 32 73 91 G 4A5-2om 0.550 n 13.09 1351 30 0 393 405 0 0 0 0 13A-4ocs 0143 n 3.40 300 0 0 0 0 0 0 0 0 4A5-2om 0 550 n 13.09 1351 0 0 0 0 0 0 0 0 1 1 4A5-2omd 0 580 n 13.80 1602 0 0 0 0 0 0 0 0 yJ 12B-Osw 0 097 a 231 2.89 149 119 274 342 0 0 0 0 t-G 4A5-2om 0.550 a 13.09 27.55 30 0 393 827 0 0 0 0 13A-4ocs 0143 a 3.40 300 0 0 0 0 0 0 0 0 4A5-2om 0.550 a 1309 2755 0 0 0 0 0 0 0 0 GGG 4B5-2hn 0540 a 12.85 29.73 0 0 0 0 0 0 0 0 126-09w 0.097 s 2.31 2.89 0 0 0 0 0 0 0 0 4A5-2om 0.550 s 13.09 13.70 0 0 0 0 0 0 0 0 4B5-2fm 0.540 s 12.85 13.78 0 0 0 0 0 0 0 0 4B5-2fm 0 540 s 12.85 13.78 0 0 0 0 0 0 0 0 13A-4ocs 0 143 s 3.40 300 0 0 0 0 0 0 0 0 11DO 0390 s 928 12.54 0 0 0 0 0 0 0 0 1213-09N 0.097 w 231 2.89 117 117 270 338 0 0 0 0 4A5-2om 0.550 w 13.09 2755 0 0 0 0 0 0 0 0 4B5-2fm 0540 w 12,85 29.73 0 0 0 0 0 0 0 0 13A-4ocs 0143 w 3.40 3.00 0 0 0 0 0 0 0 0 G 4A5-2om 0.550 w 13.09 27.55 0 0 0 0 0 0 0 0 I P 4B5-2hn 12C-Osw 0 540 0.091 w 12 85 2.17 13.78 1.57 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11DO 0.390 n 928 12.54 0 0 0 0 0 0 0 0 C 16B-30ad 0.032 076 1.78 320 320 244 570 19 19 15 34 F 19A-Obscp 0295 2.64 2.06 120 120 317 247 0 0 0 0 F 19C-19csm 0 049 040 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 excursion 166 6 Ernelope loss/gain 2163 2905 87 119 12 a) Infiltration 625 250 48 19 b) Room ventilation 0 0 01 0 13 Internal gains Occupants@ 230 2 460 0 0 Appliances/other 0 0 Subtotal (lines 6 to 13) 2788 3616 135 138 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 2788 3616 135 138 Duct loads 1 16 % 51 % 444 1859 16 % 51 % 22 71 r Total room load 3233 5474 156 209 Air required (cfm) 0 259 0 10 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. 53 A--Z, wrightsoft' 2077-Sep-06 t Riga-SuleGUnversal2017 17.023 RSU16202 Pa9ge 7 PL Temp'Lot 008 BarcelonnA RHG OptMbth- S rcp Calc = Iv1J8 Frort Door faces: S wrightsoft• Right-JO Worksheet Entire House One Stop Cooling and Heating 7225 Sardscove Court, Winer Park FL 32792 Phone, (407) 629 - 6920 Fax: (407) 629 - 9307 Web: wew ..OreStopCoolirg com License: CAC032444 Job: Lot 008 Barcelona ARHG OpL.. Date: 07/02/2017 Byy. LF/LM Pfan: RHG 1 Room name METH MWIC 2 Exposed wall 215 ft 8.0 ft 3 Room height 9.0 ft heat/000l 9.0 ft heatbool 4 5 Room dimensions Room area 1.0 x 136.0 ft 136.0 tF 105 x 8.0 ft 84.0 fF Ty Construction U-value Or HTM Area OF) Load Area 09 Load number BtuhM --n BWIVIR) or perimeter (ft) Bhih) or perimeter (ft) Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 1Q/ G 12&09v 0.097 n 231 2.89 90 90 208 260 0 0 0 0 4A5-2om 0.550 n 13.09 1351 0 0 0 0 0 0 0 0 13A-4ocs 0.143 n 3.40 3.00 0 0 0 0 0 0 0 0 4A5-2om 0.550 n 13.09 13.51 0 0 0 0 0 0 0 0 11 4A5-2omd 0.580 n 13.80 16.02 0 0 0 0 0 0 0 0 y/ t-C 126-09w 0.097 a 231 2.89 0 0 0 0 72 72 166 208 4A5-2om 0550 a 13.09 27.55 0 0 0 0 0 0 0 0 13A-4ocs 0143 a 3.40 3.00 0 0 0 0 0 0 0 0 4A5-2om 0.550 a 13.09 27.55 0 0 0 0 0 0 0 0 4135.2frn 0.540 a 12,85 2973 0 0 0 0 0 0 0 0 Vjl 0.097 s 231 0 0 0 0 0 0 0 0 4A5.2omA5.2or 0.550 s 1309 3.7013.70 0 0 0 0 0 0 0 0 4B5-2trn 0540 s 12.85 13.78 0 0 0 0 0 0 0 0 4B5.2fm 0540 s 1285 13.78 0 0 0 0 0 0 0 0 W p 13A-4ocs 0.143 s 3.40 3.00 0 0 0 0 0 0 0 0 11 DO 0.390 s 928 12.54 0 0 0 0 0 0 0 0 VJJ 12B-Os6v 0.097 w 231 2.89 104 89 204 255 0 0 0 0 4A5-tom 0550 w 13.09 27.55 15 0 196 413 0 0 0 0 L( 485-2tm 0540 w 12.85 29.73 0 0 0 0_ 0 0 0 0 W, 13A-4ocs 0.143 w 3.40 3.00 0 0 0 0 0 0 0 0 4A5-2om 0.550 w 13.09 27.55 0 0 0 0 0 0 0 0 t-CGI 4B5.2fm 0540 w 12.85 13.78 0 0 0 0 0 0 0 0 PIL-D C 12C-Osw 11DO 1613-30ad 0.091 0.390 0.032 n 2.17 928 0.76 157 1254 1.78 0 0 136 0 0 136 0 0 104 0 0 242 0 0 84 0 0 84 0 0 64 0 0 150 F 19A-Obscp 0295 2.64 2.06 0 0 0 0 0 0 0 0 F 19C-19cscp 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 61 c) AED excursion 1112 1 1-18 Envelope loss/gain 712 1283 230 340 12 a) Infiltration 292 117 109 44 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants@ 230 0 0 0 0 Appliarcesbther 0 0 Subtotal (lines 6 to 13) 1004 1400 339 383 Less extemalload 0 0 0 0 Less transfer 0 0 0 0 Redistribution 187 378 0 0 14 Subtotal 1191 1778 339 383 15 Duct loads 116% 51 % 190 914 161/6 51% 54 197 Total room load 13B1 2691 393 580 Air required (cfm) 0 127 0 27 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. A wrightsoft- Rign-Suie®Unverwl2017 17.023 RSU16202 2017-Sep-0615.40:53 8 Pl.TempuLot 008 BarceloreA RHG OptMbth- S.rup Calc - M2 Front Door faces: S Page wrightsoft` Right-M Worksheet Entire House One Stop Cooling and Heating 7225 S3rdsoove Court, Winter Park. FL 32792 Phone (407) 629.6920 Fax (407) 629 - 9307 Web ww OreStopCooling com Licerse: CAC032444 Job: Lot 008 Barcelona A RHG Opt... Date: 07/02/2017 Byy: LF/LM Pfan: RHG 1 Room name BED3 2 Exposed Nall 0 fl 270 ft 3 Room height 9.0 111 heat/000l 9.0 ft heat/cool 4 Room dimensions 35 x 55 ft 1.0 x 139.3 11 5 Room area 19.3 fR 139.3 fR Ty Construction U-value Or HTM Area 01) Load Area 09 Load number BtuhmZ°F) BWhmz) or perimeter (fl) Btuh) or perimeter (ft) BtiWh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 qJ 12B-Osw 0.097 n 2.31 2.89 0 0 0 0 0 0 0 0 4A5-2om 0.550 n 1309 1351 0 0 0 0 0 0 0 0 13A-4ocs 0.143 n 340 300 0 0 0 0 0 0 0 0 4A5-2om 0.550 n 1309 13.51 0 0 0 0 0 0 0 0 11 4A5-2omd 0.580 n 1380 1602 0 0 0 0 0 0 0 0 t 12B-0sw 0.097 a 231 2.89 0 0 0 0 126 126 291 364 4A5-2om 0.550 a 13.09 27.55 0 0 0 0 0 0 0 0G 13A-4ocs 0.143 a 3.40 3.00 0 0 0 0 0 0 0 0 4A5-2om 0.550 a 13.09 27.55 0 0 0 0 0 0 0 0 4B5-2fm 0.540 a 12.85 29.73 0 0 0 0 0 0 0 0 12B- tor 0. 550 s 0 0 0 0 99 84 194 242 4A5-tom 0.550 s 3.013.09 3.7013.70 0 0 0 0 15 13 196 205 4B5-2hn 0.540 s 12.85 13.78 0 0 0 0 0 0 0 0 4B5-2fm 0.540 s 12.85 13.78 0 0 0 0 0 0 0 0 13A-4ocs 0143 s 340 300 0 0 0 0 0 0 0 0 D 11 DO 0.390 s 928 12.54 0 0 0 0 0 0 0 0 Vjl 12B-Os6v 0 097 w 231 289 0 0 0 0 18 18 42 52 4A5-2om 0.550 w 1309 2755 0 0 0 0 0 0 0 0 4B5-2hn 0 540 w 12.85 29.73 0 0 0 0 0 0 0 0 13A-4ocs 0143 w 340 3 00 0 0 0 0 0 0 0 0 4A5-2om 0550 w 1309 27.55 0 0 0 0 0 0 0 0 4B5-2fm 0.540 w 12.85 13.78 0 0 0 0 0 0 0 0 P 12C-09w 0.091 217 1.57 0 0 0 0 0 0 0 0 L-D 11D0 0390 in 928 1254 0 0 0 0 0 0 0 0 C 16B-30ad 0.032 076 178 19 19 15 34 139 139 106 248 F 19A-0bscp 0295 2.64 2.06 0 0 0 0 0 0 0 0 F 19C-19csm 0.049 0.40 032 0 0 0 0 85 85 34 27 F 22A-Ipm 1.180 2808 000 0 0 0 0 0 0 0 0 6 c) AED excursion 2 65 Envelope lossrgain 15 33 863 1074 12 a) Infiltration 0 0 367 147 b) Room ventilation 0 0 01 0 13 Internal gains Occupants@ 230 0 0 1 230 Apphanoes/other 0 0 Subtotal (lines 6 to 13) 15 33 1230 1451 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 15 33 5 11 14 Subtotal 0 0 1235 1462 15 Dud loads 16 % 51 % 0 0 16 % 51 °/, 1 197 751 Total room load 0 0 1432 2213 Air required (ctm) 0 0 0 105 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. vvrightsoft' 2017-Sep-06 15 40 53 AC P. Right-Sule®Unversal 2017 17 023 RSU16202 Page 9 PL Temp\Lot 008 BarcelonaA RHG OptMblh- S r p Calc = W8 Front Door faces S wrightsoft' Right-M Worksheet Entire House One Stop Cooling and Heating 7225 Sardscove Court, Winter Park FL 32792 Phone (407) 629 - 6920 Fax: (407) 629 - 9307 Web: wwwOreStopCoofirg.00m Lioerse: CAC032444 Job: Lot 008 Barcelona A RHG Opt.. Date: 07/02/2017 Byy. LF/LM Pfan: RHG 1 Room name BTH3 TOU 2 E1posed wall 5.0 ft 155 11 3 Room height 9.0 ft heakool 9.0 ft heattool 4 Room dimensions 55 x 55 ft 6.0 x 75 ft 5 Room area 303 ft' 45.0 fR Ty Construction U-value Or HTM Area 012) Load Area (f 2) Load number Btuhtllz°F) or perimeter (It) BWh) or penmeter (ft) Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 y/ 1215-09w 0.097 n 231 2.89 0 0 0 0 0 0 0 0 L-C 4A5.2om 0550 n 13.09 1351 0 0 0 0 0 0 0 0 13A-4ocs 0.143 n 340 3.00 0 0 0 0 0 0 0 0 4A5.2om 0550 n 13.09 13.51 0 0 0 0 0 0 0 0 11 4A5-2omd 0.580 n 13.80 16.02 0 0 0 0 0 0 0 0 t-G 1213-09w 0.097 a 231 2.89 0 0 0 0 18 18 42 52 4A5.2om 0S& a 13.09 27.55 0 0 0 0 0 0 0 0 13A-4ocs 0.143 a 3.40 3.00 0 0 0 0 0 0 0 0 4A5.2om 0-950 a 13.09 27.55 0 0 0 0 0 0 0 0 4135.2tm 0540 a 12.85 29.73 0 0 0 0 0 0 0 0 12B-09N 0.097 s 231 2.89 45 39 90 113 54 48 111 139 4A5.2om 0.550 s 13.09 13.70 0 0 0 0 0 0 0 0 4B5.2fm 0540 s 12.85 13.78 0 0 0 0 0 0 0 0 4B5.2fm 0540 s 12.85 13.78 6 6 77 83 6 6 77 83 1- 13A-4ocs 0.143 s 3.40 3.00 0 0 0 0 0 0 0 0 t0 11DO 0390 s 928 12.54 0 0 0 0 0 0 0 0 12B- 09N 0.097 w 231 2.89 0 0 0 0 68 68 156 195 4A5- 2om 0S5o w 13.09 2755 0 0 0 0 0 0 0 0 4135- 2fm 0540 w 12.85 29.73 0 0 0 0 0 0 0 0 13A- 4ocs 4A5- 2om 0. 143 0. 550 w w 3. 40 13. 09 3. 00 27. 55 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 PI 4B5- 2fm 12C- 0sw 11Do 0S40 0. 091 0390 w n 12. 85 2. 17 928 13. 78 157 12. 54 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 C 16B-30ad 0.032 0.76 1.78 30 30 23 54 45 45 34 80 F 19A-0bscp 0295 2.64 2.06 0 0 0 0 0 0 0 0 F 19C-19cscw 0.049 0.40 0.32 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 excursion 13 28 Er velope loss/gain 202 246 438 534 12 a) Infiltration 68 27 211 84 b) Roomventilation 0 0 0 0 13 Internal gains: Occupants Ca) 230 0 0 0 0 Appliancesbther 0 0 Subtotal ( lines 6to 13) 270 273 648 618 Less extemalload 0 0 0 0 Lesstransfer 0 0 0 0 Redtsmbution 0 0 0 0 14 Subtotal 270 273 648 618 15 Dud loads 160/6 51% 43 140 169/6 51% 103 318 Total room load 313 414 752 936 Air required (dm) 1 0 20 1 0 44 Calculations approved byACCA to meet all requirements of Manual J 8th Ed. wkgF' tsoft" 2017-Sep-0615:40:53 A - k Rig fY-Sute®Uriversal2017 17.023 RSU16202 Page 10 PL Temp\Lot 008 BarcelonaA RHG OpUvtbth- S.np Calc - tvt18 Front Door faces S wrightsoft` Right-M Worksheet Entire House One Stop Cooling and Heating 7225 Sardsoove Court, Wafer Park FL 32792 Phone (407) 629 - 6920 Fax (407) 629 - 9307 Web- w OreStopCoolirg com License CAC032444 Job: Lot 008 Barcelona A RHG Opt... Date: 07/02/2017 Byy. LF/LM Pfan: RHG 1 Room name STR2 BED 2 2 Exposed wall 7.0 It 19.5 It 3 Room height 9.0 ft heat/cool 9.0 ft heaVcool 4 Room dimensions 13S x 7.0 It 1.0 x 1440 ft 5 Room area 94.5 fF 144.0 tF Ty Construction U-value Or HTM Area 012) Load Area 011) Load number BWh4lz-*g Btuh4F) or perimeter (ft) Btuh) or perimeter (ft) Bluh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 V G 12B-Osw 4A5-2om 0.097 0.550 n n 231 13.09 2.89 1351 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 13A-4ocs 0143 n 3.40 3.00 0 0 0 0 0 0 0 0 G 4A5-2om 0.550 n 1309 13.51 0 0 0 0 0 0 0 0 GGGG11 4A5-2omd 0.580 n 13.80 16.02 0 0 0 0 0 0 0 0 y! 12B-09N 0.097 a 231 2.89 0 0 0 0 0 0 0 0 t-G 4A5.2om 0.550 a 13.09 27.55 0 0 0 0 0 0 0 0 13A-4ocs 0.143 a 3.40 3.00 0 0 0 0 0 0 0 0 4A5-2om 0.550 a 1309 27.55 0 0 0 0 0 0 0 0 485.21n 0.540 a 12.85 2973 0 0 0 0 0 0 0 0 12B-09N 4A5-2om 485-2hn 0.097 0.550 0.540 s s s 2.31 1309 12.85 2.89 13.70 13.78 0 0 0 0 0 0 0 0 0 0 0 0 72 0 4 68 0 4 157 0 51 196 0 55 G 4135-2frn 13A-4ocs 0.540 0.143 s s 1285 3.40 13.78 3.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11DO 0.390 s 928 12.54 0 0 0 0 0 0 0 0 v 12B-Osw 0.097 w 231 2.89 63 48 111 139 104 89 204 255 4A5-2om 0.550 w 13.09 27.55 0 0 0 0 15 0 196 413 t: G 485-2fm 0.540 w 12.85 29.73 15 0 193 446 0 0 0 0 WW 13A-4ocs 0.143 w 340 3.00 0 0 0 0 0 0 0 0 G 4A5-2om 0.550 w 1309 27.55 0 0 0 0 0 0 0 0 Ili 4B5-2fm 0.540 w 12.85 13.78 0 0 0 0 0 0 0 0 P 12C-Osw 0.091 2.17 1.57 0 0 0 0 0 0 0 0 L-D 11DO 16B-30ad 0.390 0.032 n 928 0.76 12.54 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-19c = 0.049 0.40 032 0 0 0 0 0 0 0 0 F 22A-1pm 1.180 2808 0.00 0 0 0 0 0 0 0 0 6 c) AED excursion 160 89 Envelope loss/gain 376 913 750 1290 12 a) Infiltration 95 38 265 106 b) Room ventilation 0 0 01 0 13 Internal gains Ooaipantsl•ta 230 0 0 1 230 Appliances/other 0 0 Subtotal (lines 6 to 13) 471 951 1015 1626 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 471 951 152 308 14 Subtotal 0 0 1168 1934 15 Dud loads 169/6 51 % 0 0 161% 51 % 186 994 Total room load 0 0 1354 2928 Au required (dm) 0 0 0 139 Calculations aooroved by ACCA to meet all reouirements of Manual J 8th Ed wrigFftsoft' Right-Suite®Uriversal2017 170.23 RSU16202 2017-Sep•061Page 11 PL Templot 008 Barcelona A RHG OptMbth- S rip Calc = MJ8 Frort Door faces S wrightsoft• Duct System Summary Entire House One Stop Cooling and Heating 7225 Sardscove Coin, Winter Park FL 32792 Phone: (407) 629 - 6920 Fax. (407) 629.9307 Web: wwwOreStopCoolirg.com License: CA0032444 For: Park Square Homes 3752 Saltmarsh Loop, Sanford, FL External static pressure Pressure losses Available static pressure Supply / return available pressure Lowest friction rate Actual air flow Total effective length (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 Job: Lot 008 Barcelona ARHG ... Date: 07/02/2017 By. LF/LM Plan: RHG Cooling 0.50 in H2O 0.16 in H2O 0.34 in H2O 0.253 / 0.087 in H2O 0.108 in/100ft 1567 cfm Name Design Btuh) Htg cfm) Gg cfm) Design FIR Diam in) H x W in) Duct Mats Actual Ln (ft) Ftg.Egv Ln (ft) Trunk BED2 c 2928 0 139 0.151 7.0 Ox 0 VIFx 27.3 140.0 st5 BED/OFFI c 1927 0 91 0.133 6.0 Ox 0 VIFx 40.6 150.0 st3 BED3 c 2213 0 105 0.143 6.0 Ox 0 VIFx 32.1 145.0 st5 BTH1 c 729 0 35 0.130 4.0 Ox 0 VIFx 44.6 150.0 st3 BTH3 c 414 0 20 0.153 4.0 Ox 0 VIFx 25.0 140.0 st5 DIN c 2582 0 122 0.108 7.0 Ox 0 VIFx 63.6 170.0 st4 GATH c 2177 0 103 0.108 7.0 Ox 0 VIFx 63.1 170.0 st4 GATH-A c 2177 0 103 0.114 7.0 Ox 0 VIFx 57.6 165.0 st4 KIT c 2583 0 122 0.109 7.0 Ox 0 VIFx 62.6 170.0 st4 LAUN c 2673 0 127 0.137 6.0 Ox 0 VIFx 40.1 145.0 st3 LOFT c 2548 0 121 0.206 6.0 Ox 0 VIFx 17.5 105.0 s2 MBED-A c 5474 0 259 0.161 9.0 Ox 0 VIFx 32.1 125.0 st6 N18TH c 2691 0 127 0.164 6.0 Ox 0 VIFx 29.6 125.0 st6 N(TOl c 209 0 10 0.177 4.0 Ox 0 VIFx 28.0 115.0 st6 MWIC c 580 0 27 0.162 4.0 Ox 0 VIFx 31.4 125.0 st6 T013 c 936 0 44 0.152 4.0 Ox 0 VIFx 26.5 140.0 st5 WIC c 242 0 11 0.128 4.0 Ox 0 VIFx 46.8 150.0 st3 htsoft* 2017-Sep-0615:age40 1 wrl 9 RigF1-Sule®Uriversal 2017 17.023 RSU16202 page 1 PL Temptot 008 Barcelona RHG OptMbth- S.n43 Calc = MJ8 Front Door faces. S Name Trunk Type Htg cfm) Clg cfm) Design FR Veloc fpm) Diam in) H x W in) Duct Material Trunk SO PeakAVF 0 715 0.108 668 14.0 0 x 0 VinIFIX st4 PeakAVF 0 451 0.108 574 12.0 0 x 0 VinlFlx st3 st3 PeakAVF 0 715 0.108 668 14.0 0 x 0 VinIFIX SO st5 PeakAVF 0 307 0.143 564 10.0 0 x 0 VinIFIX st2 st6 PeakAVF 0 424 0.161 540 12.0 0 x 0 VnIFIX st2 st2 PeakAVF 0 852 0.143 797 14.0 0 x 0 VInIFIX Grille Htg Clg TEL Design Veloc Diam H x W Stud/Joist Duct Name Size (in) cfm) cfm) ft) FIR tpm) in) in) Opening (in) Matl Trunk rb1 Ox 0 0 1462 80.6 0.108 670 20.0 Ox 0 VIFx rb:? Ox 0 0 105 38.6 0.226 392 7.0 Ox 0 VIFx wri htsoft' 2017-Sep-0615AO54 9 Rigrt-Sute®Unversal 2017 17 0.23 RSU16202 Page 2 PL Templot 008 Baroelom A RHG OptMbih - S np Calc = MJ8 Frori Door faces S wrightsoft• Static Pressure and Friction Rate Date: 0 0 08 Barcelona ARHG ... 17 Entire House By: LF/LM One Stop Cooling and Heating Plan: RHG 7225 Sardsoove Court, Wirter Park FL 32792 Pfnre (407) 629 - 6920 Fax: (407) 629.9307 Web: www.OneStopCooling.00m License CAC032444 For: Park Square Homes 3752 Saltmarsh Loop, Sanford, FL Heating Cooling in H2O) in H2O) External static pressure 0.50 0.50 Pressure losses Coil 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• 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 Friction Heating Cooling in/100ft) in/100ft) Supply Ducts 0.108 OK 0.108 OK Return Ducts 0.108 OK 0.108 OK Fitting Equivalent LengthDetails supply 4X=35, 11 A=20, 11 Gam, 11 G=5,11 A=20, 11 J=15,11 J=15,11 G--5,1 A--35, 11 Gam, 11 G=5,11 Gam: Total EL=170 Return 6M=20, 6A3=40, 5E1=10,11 Gam: TotalEL=75 C Wil htsoft' Page 1 2017-Sep-061540.54 CC 9 Riga.SuleDUriversal20l7 l7O23 RSU16202 ... PL Temptot 008 BaroelonaA RHG OplMbth- S.np Calc = KZ Frort Door faces: S FORM R405-2014 TABLE 402.4.1.1 AIR BARRIER AND INSULATION INSPECTION COMPONENT CRITERIA Project Name: Lot 008 Barcelona A RHG OptMbth - S Builder Name: One Stop Cooling and Heating Street: 3752 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 CRITERIA CHECK Air barrier and thermal barrier A continuous air barrier shall be installed in the building envelope. Exterior thermal envelope contains a continuous barrier. Breaks or joints in the air barrier shall be sealed. Air -permeable insulation shall not be used as a sealing material. Ceiling/attic The air barrier in any dropped ceiling/soffit shall be aligned with the insulation and any gaps in the air barrier shall be sealed. Access openings, drop down stairs or knee wall doors to unconditioned attic spaces shall be sealed. Corners and headers shall be insulated and the junction of the foundation Walls and sill plate shall be sealed. The junction of the top plate and the top or exterior walls shall be sealed. Exterior thermal envelope insulation for framed walls shall be installed in substantial contact and continuous alignment with the air barrier. Knee walls shall be sealed. Windows, skylights and doors The space between window/doorjambs and framing and skylights and framing shall be sealed. Rim joists Rim joists are insulated and include an air barrier. Floors (including above -garage Insulation shall be installed to maintain permanent contact with underside and cantilevered floors) of subfloor decking. The air barrier shall be installed at any exposed edge of insulation. Crawl space walls Where provided in lieu of floor insulation, insulation shall be permanently attached to the crawlspace walls. Exposed earth in unvented crawl spaces shall be covered with a Class I vapor retarder with overlapping joints taped. Shafts, penetrations Duct shafts, utility penetrations, and flue shaft openings to exterior or unconditioned space shall be sealed. Narrow cavities Batts in narrow cavities shall be cut to fit, or narrow 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 spaces. Recessed lighting Recessed light fixtures installed in the building thermal envelope shall be air tight, IC rated, and sealed to the drywall. 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 extend behind piping and wiring. Shower/tub on exterior wall Exterior walls adjacent to showers and tubs shall be insulated and the air barrier installed separating them from the showers and tubs. Electrical/phone box on The air barrier shall be installed behind electrical or communication 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. Fireplace An air barrier shall be installed on fireplace walls. Fireplaces shall have gasketed doors 9/21/2017 1:18 PM EnergyGauge® USA - FlaRes2014 Section R405 4.1 Compliant Software Page 1 of 1 Level 1 t-------------------- lorrl + UMM rI ( DPT)PM4V1¢ ® IMaFWME DIN W'f Q - - + 10X8 - _ A4 AF9' 122 dm ' FBB3 29 j I ° 7a ' G TH Q , 122 I 10X8KIT 1 X10 12. JeF jA151 gIFSTR11 t f 1 rii1i ro°n"a II BEDIOFFIT p F882 11 dm 082. OXS ~— 6 x _ter g,' r + ' i127 dm ' 10 x 10 - WIC 11 4 I _ 1lAroKHALLDV VTR LAUN . 11` , , p FBBII ; = i 35 ill EFIt' p I GY EF1 = 50 CFMIFan % SLp Riser EF2 = 80 CFMI Fan s 14" ` \ EF3 = 110 CFMI Fan EFL1 = 50 CFM Fan EFL2 = 80 CFM Fan t'------ EFL3 = 110 CFM-Fan VTR = Vent to Roof=- _- VTW = Vent to Wall GARAGE-,' DV = Dryer Vent `- RV = Range Vent f LinesetChase — — j r.-- Condensate — - I I Thermostat 18/8 O 1 I 1 1 SRB = Small Reduction Box LRB = Large Reduction Box + FBB = Feld Built Box Job M Lot 008 Barcelona A RHG OptMbth - S One Stop Cooling and Heating Scale: 1 : 97 Performed by LF/LM for: Page 1 Park Square Homes 7225 Sandsoove Court Right-SuitsSUniversal2017 3752 Saltmarsh Loop Winter Park, FL32792 17.023 RSU16202 Sanford, FL Phone: ( 407) 629 - 6920 Fax: (407) 629 - 9307 2017- Sep-0615:46'14 BarcelonaA RHG OpUbth - S.rup www. OneStopCooling.00m N IXr, Level 2 Fr)FRFE.Ps 2.FAN41IE EF1VrI MBED 12X12.1' 259 dm c:flI n 8X4 ri MTOI SRB2 a" 9" ; rr l i 4.. EF1 MrR F - 6-1 8X4 y i r ` d t27dm MWIC AF,f 16x16- g . 12f dm T05::Gf.U J r oa NS 10X839- 9 10x10 L 01.` 9 Zcre DarpEr 1- 14" Zme Darnpa 2 - 14" F BED2 C-T; % _ 14 " Bypass Damper - 12' C, ut, n c 20 " Sup Riser 14 E coo 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- - - - - - VFW = Vent to Wall DV = Dryer Vent RV = Range Vent Llneset Chase — — Condensate — - Thermostat 18/8 OT SRB = Small Reduction Box LRB = Large Reduction Box FBB = Feld Built Box C EF1 BTH3 ` 20dm 8X4 44 dm- r ;z rail PRC'::r;C AF C FANOITC OF 14 ' so ' AF i 10 X6 Yrtr;- c, 10X10 105 dm 134 X 8_ _ ' - CI.f. FM Ll.E BEDS F A Job 9: Lot 008 Barcelona A RHG OptMbth - S One Stop Cooling and HeatingPerformedbyLF/LM for: Park Square Homes 7225 Sandscove Court 3752 Saltmarsh Loop Winter Park. FL32792 Sanford, FL Phone (407) 629 - 6920 Fax: (407) 629 - 9307 www.OneStopCooling.com Scale: 1 : 97 Page 2 Right -Suite® Uni,,ersal 2017 17.023 RSU16202 2017-Sep-0615 4616 Barcelona RHG OptMbth - S.rup RITORD C OPV k-o T- 8 8lb-L tc 'ol" pa"t-,,)R- &r/R IS d'A- D I dvantage P umb[n& License # Marne r i SA- 11, M h 3 3 1 a 3 f" y VTy 4)j` v -r D. v ii ra i DESCRIPTION AS FURNISFIED: Lot 8, WYNDHAM PRESERVE, as recorded in Plat Book 81, Pages through 102 of the Public Records of Seminole County, Florida. PLOT PLAN FOR/CERTIFIED TO: Park Square Enterprises, LLC Fa Delaware Corporation); Winderweedle, Haines, Word & Woodman, PA; Attorneys' Title Insurance Fund; Bank of America C,1=:- D=00"43' 15- R= f 071.45' 1.,= 13.48' C= 13.48' LOT 9 RECORD ('0I')' LAKE MARY BOULEVARD (RIW VARIES) S OOD 17' 43" E 5.00' W O C0 5.00 o t- 0 co 1 Ok to construct single family home with setbacks and impervious area shown on plan. 32.9'/o Mf. 2 M Z bacce IoAgL , SF.faACKS 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) 2.5' FRONT SETBACK CAN BE REDUCED TO 2.0' ON CERTAIN LOTS. NO MORE THAN 2) IN SUCCESSION AT 20' AND A MINIMUM Or (2) IN SUCCESSION AT 25' PROPOSED = FINSHED SPOT GRADE ELEVATIONS PER DRAINAGE PLANS G PROPOSED DRAINAGE FLOW LOT GRADING TYPE A { OQO PROPOSED F.F. PER PLANS = 31.2' Q 5.00 5.00 AIN INLET PER DRAIN PLANS BU FER, WALL k SI EWALK ESMT. 35.00' WALL PER 89.30' 84,35' DRAIN PLANS LOT 8 I , I AC LANAI 16.0 PROPOSED ro RESIDENCE 2392-A BARCELONA 2 CAR GARAGE RIGHT COV'D. ENTRY i. 8.0, ^U) Lei ITT N Ar 89"42' 17" E 26.52' W O 5.00' c) 5.00, o O 3 22,0' 16' 5,00' DRIVE 25.20' 25.20' 10U IL. ESMT 90 5' CO C. WALK B. B.) S 89040' 51 " W 40. 00' SALTMARSH LOOP 50' PRIVATE RIW) LOT 7 PLOT PIAN ONLY PLOT PLAN AREA CALCULATIONS NOT A SURVCY TOTAL LOT AREA 7,7 13 t SQUARE FEET FLATWORK ON/OFF LOT = TOTAL t SQUARE FEET FLATWORK DRIVE 4031 1 14- 517 t SQUARE FEET FOUNDATION/PAD 1.619 1. SQUARE FCET WALKS 691 200= 269 t SQUARE FEET REAR PATIO 117 t SQUARE FELT SOD 4,7731 126 = 4,899 t SQUARE FEET FRONT PORCH DECK POOL DECK 1201 SOl1ARE FEET 0 t SQUARE. FEET NOTE: FRONT SIDEWALK AND STREET LOCATION TAKEN FROM PUNS PROVIDED DY CLIENT • NOT FIELD VERIFIED CRU, S 1jVHE-3'F/.R-SCOT.T L..Y, ASSOC, INC. - LAND AS LTIR L'.YO.R,S' LEGEND - LEGEND - PLAT PA.L. 5400 E. COLONIAL DR. ORLANDO, FL. 32807 (407)-277-3232 FAX (407)-6.58-1436 FIELD TYP. POINT ON LIME TYPICAL NOTES: IP. IRON PIPE IRON ROD PR.CICZ POINT OF REVERSE CURVATURE RPLAINTOFCOMPOUNDCURVATURE1. THE UNDERSIGNED DOES HEREBY CERTIFY THAT THIS SURVEY MEETS THE STANDARDS OF PRACTICE SET FORTH BY THE FLORIDA BOARD Of CL CH. CONCRETE HOIAIHCNT RAD. RADIAL PROFESSIONAL SURVEYORS AND MAPPERS IN CHAPTER 5J-17 FLORIDA AOMINISTRITTVE CODE PURSUANT TO SECTION 472.027, FLORIDA ST4IUES ET IP 1/2' 1A ./DLL 4596 N.R.NA. NON-Rn01AL 1. UNLESS EMBOSSED WITH SURVEYOR'S SfGNAiURE AND ORIGINAL RAISED SELL. THIS SURVEY MAP OR COPIES ARE NOT VAUD HEC RECOVERED VP. VITNESS POINT J. THIS SURVEY WAS PREPARED FROM TITLE INFORMATION FURNISHED TO THE SURVEYOR. THERE MAY BE OTHER RESTRICTIONS P, 0•R POINT OF BEGINNING CALL. CALCULATED OR EASEMENTS THAT AFFECT THIS PROPERTY. PEC. POINT OF COHNEICEPENT CENTERLINE PAR TF. PFRNAISNT REFERENCE MONUMENT FINISHED FLOORSETBACK 4, NO UNDERGROUND IMPROVEIIF.NTSHAVE BEEN LOCATED UNLESS OTHERWISE SHOWN, NAIL L DISK D.K KLINEELEVATION BUILDINGSETBACKLILAC5 THIS SURVEY IS PREPARED FOR THE SOLE BENEFIT OF THDSC CCRRFlED TO MID SHOULD NOT BE RELIED UPON BY ANY OTHER ENTITY. F/ P/V RIGHT-OT-VnY x CIICIWnRK G OIMCfISIONS SHOWN FOR THE LOCATION 0! 1NPROVCMENTS HEREON SHOULD N07 BE USED TO RECONSTRUCT BOUNDARY ONES. CSMT, CASEMENT I.D. VMS BEARING 7. EIMINGS, ARE BASED ASSUMED DATUM AND ON THE LINE SHOWN AS BASE BLARING (B.S.) UT IL. DRAINAGE UTILITYAS E. ELEVATIONS. IT' SHOWN, ARC BED ON NATIONAL GEODETIC VERTICAL DATUM OF 1929, UNLESS OTHERWISE NOTED CL. F LFC. CHAINWOOD LINK.FENCE 9. CERTIFICATE OF AUTHORIZATION No. 1596. PC PtCONCRETE DLUCY ROINT dT CURVATURE I— SCALE1" }p' DRAWN BY: P. T OfSC POINT OF TAIIGENCT DES CNIPIIUH CERTIFIED eY: DAB — ORDER Nu. R I. RADIUS nPF. LENGTH PLOT PLAN 09-01-17 3875-17 D DELTA REVISED PLOT PUN (MOVED A/C) 09-10-2017 C CHORD C S CHORD BEnRING L^ NORTH THIS BUILDING\PROPERTY DOES NOT UE WITHIN ----------- .--------- -- - --- ---.- THE ESTABLISHED 100 YEAR FLOOD PLANE AS PER FIRM' TOM X. GRUSENMEYER, F.L.S. W 4714 ZONE ' X' MAP / 12117C0090F (09-28-07) DAMES W. SCOTT. R.L.S N 4801 juvnRh 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 Dryers Dryer -No. No? Nameplate Line Neutral 1 7 3 0 '•3 Dryer Summary Standard 5,000 3,500 Optional 5,000 3,500 Heating and Cooling: Actual Number = 1 Name M? Ph No Amps Volts VA HP Line Neutral 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 600DISH1112012001,200 1,200MICRO1112012001,200 1,200WATERHEATER1118.5 240 4,440 0OPTPOOL11102402,400 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 0 250 of Max Motor: Line is Std Only; Neutral for Both Maximum Phase Amps Volts or 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 Only 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 Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. Rt C ( i:i) COPY RE: P2392AC - Park Sq Hms/Barcelona-A_C Site Information: Customer Info: PARK SQUARE HMS Lot/Block: 8 Address: 3752 SALTMARSH LOOP City: SANFORD MiTek USA, Inc. 6699004 Parke East Blvd. Project Name: P2392AC Model: BARCELONA p.163 6o0f-115 Subdivision: WYNDHAM PRESERVE 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 Cri n' a & Design yLoads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2014lTP1200. _- Design Program: MiTek 20/20 7.6 Wind Code: ASCE 7-10 Wind Speed: 140 mphRoof Load: 40.0 psf _Q Floor Load: 55.0 psf This package includes 68 intfivi'dual, 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 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. I Seal# ITruss Name I Date I No. I Seal# ITruss Name I Date 1 IT11929866 JA1 8/28/17 112 IT11929877 JC3 8/28/17 12 I T11929867 I A2 18/28/17 113 I T11929878 I C4 18/28/17 I 13 IT11929868 IA4 18/28/17 114 I T11929879 I C5 18/28/17 I 14 I T11929869 I A5 18/28/17 115 I T11929880 I C6 18/28/17 15 IT11929870IA6 18/28/17 116 1T11929881 IC7 18/28/17 16 I T11929871 161 18/28/17 117 I T11929882 I C8 18/28/17 17 I T11929872 162 18/28/17 118 I T11929883 ICJ 18/28/17 18 I T11929873 163 18/28/17 119 I T11929884 I CJ1 18/28/17 19 I T11929874 164 18/28/17 120 I T11929885 I CJ3 18/28/17 110 IT11929875 I C1 18/28/17 121 I T11929886 I CJ3A 18/28/17 I11 I T11929876 I C2 18/28/17 122 I T11929887 I CJ5 18/28/17 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 The truss drawing(s) referenced above have been prepared by MiTek USA, Inc. under my direct 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 junsdiction(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 properly incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2. I ON A$ M1+ STATE OF : FR MiTek USA. Inc. FL cert 6634 6904 Parke East Blvd Tampa FL 33610 Date - August 28,2017 ORegan, Philip I of RE: P2392AC - Park Sq Hms/Barcelona-A_C Site Information: Customer Info: PARK SQUARE HMS Project Name: P2392AC Model: BARCELONA - 2392 A or C Lot/Block: 8 Subdivision: WYNDHAM PRESERVE Address: 3752 SALTMARSH LOOP City: SANFORD State: FLORIDA No. I Seal# Truss Name I Date INo. ISeal# I Truss Name I Date 23 IT11929888 ID1 8/28/17 166 1 T11929931 1 KJ7 8/28/17 124 I T11929889 I D2 18/28/17 167 I T11929932 I M 1 18/28/17 I 125 IT11929890 I D3 18/28/17 168 IT11929933 I M2 18/28/17 I 126 IT11929891 I D4 8/28/17 1 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 127 IT11929892 I D5 18/28/17 128 IT11929893 I D6 18/28/17 129 IT11929894 I D6A 18/28/17 I30 IT11929895 I D7 18/28/17 131 IT11929896 I E1 18/28/17 132 IT11929897 I F1 18/28/17 133 IT11929898 I F2 18/28/17 134 IT11929899 I F3 18/28/17 135 IT11929900 I F4 18/28/17 136 1T11929901 I F5 18/28/17 137 IT11929902 I F5A 18/28/17 138 IT11929903 I F6G 18/28/17 139 IT11929904 I F7G 18/28/17 140 IT11929905 I F8 18/28/17 141 IT11929906 I F8A 18/28/17 142 IT11929907 I F9 18/28/17 143 IT11929908 I F9A 18/28/17 144 IT11929909 I F10 18/28/17 45 1 T11929910 IF11 8/28/17 146 IT11929911 I F11G 8/28/17 147 IT11929912 I F12 18/28/17 148 1T11929913 I FT1 18/28/17 149 1T11929914 I FT2 18/28/17 I50 1T11929915 I FT3 18/28/17 151 1T11929916 I FT4 18/28/17 152 1T11929917 I FT5 18/28/17 153 1 T11929918 I G1 18/28/17 154 IT11929919 I G2 18/28/17 155 IT11929920 I G3 18/28/17 156 IT11929921 I G4 18/28/17 157 IT11929922 I H1 18/28/17 158 IT11929923 I H2 18/28/17 I 159 IT11929924 I J2 18/28/17 I I60 IT11929925 I J3 18/28/17 I 161 IT11929926 I J5 18/28/17 I 162 IT11929927 I J7 18/28/17 I 163 IT11929928 I KJ2 18/28/17 J 164 IT11929929 I KJ3 18/28/17 I 165 IT11929930 I KJ5 18/28/17 I 2 of 2 Job Truss Truss Type Oty Ply Park Sq Hms/Barcelona-A_C T 11929866 P23MC Al HIP 1 Mid-Flonda Lumber, Barlow, FL 7 640 s Aug 16 2017 MiTek Ind res, Inc Mon Aug 28 1123 45 2017 Page 1 ID It1El_2vgrkv4uEJUYC2jFzkFng-kBKaV2u3TVM6tv48H9uU8PL6utAyeH17le5kvyjLZy 4-9-11 9-0-13 13-4-0 1 16-10-0 1 21-1.3 I 25-4-5 I 30-2-0 4-9-11 4-33 4-3-3 3-6-0 4-3-3 4-3-3 4-9-11 Scale = 1 55 8 4x8 = 4x5 = Ig 19 - _. 14 -.. 13 _. 12 -- -' 11 -- -- -- 10 -- -- 9 3x10MT18HS = 2.4 II 7x6 = 4.5 = 3x8 = 7x6 = 2.4 II 3x10 MT18HS = 4-9-11 9-0.13 1 11:4-0 1611 21-1-3 1 254-5 30.2.0 1 4-9-11 4•}3 4-}3 3-6-0 4.}3 4-}3 4-9-11 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 200 Plate Grip DOL 125 TC 082 TCDL 100 Lumber DOL 1.25 BC 075 BCLL 00 ' Rep Stress Incr NO WB 063 BCDL 100 Code FBC2014/TPI2007 Matrix-M) LUMBER - TOP CHORD 2x4 SP No 2 BOT CHORD 2x6 SP DSS -Except' 10-13 2x6 SP No 1 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 1=6305/0-3-8, 8=6011/Mechanical Max Horz 1=-137(LC 6) Max Uplift 1=-1760(LC 8), 8=-1695(LC 8) DEFL. in (loc) War Lid PLATES GRIP Ven(LL) -0 24 12-13 >999 240 MT20 2441190 Vert(TL) -0 57 12-13 >631 180 MT18HS 244/190 Horz(TL) 016 8 n/a n/a Weight: 397 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-8.10 oc purlins BOT CHORD Rigid ceiling directly applied or 1D-0-0 oc bracing. FORCES. (Ib) - Max Comp /Max Ten - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=11817/3385, 2-3=-9948/2943, 3-4=-7868/2388, 4-5=7148/2205, 5-6=-7980/2414, 6-7=- 10243/2992, 7-8=-12065/3437 BOT CHORD 1-19=-2968/10518, 1-20=-2979/10549, 20-21=-2979/10549, 14-21=-2979/10549, 14-22=- 2979/10549,22-23=-2979110549,13-23=-2979/10549,13-24=-2489/8769, 24-25=- 2489/8769, 12-25=-248918769, 12-26=-1956/7039, 26-27=1956/7039, 11-27=- 195617039, 11-28=-2531/9024, 28-29=-2531/9024, 29-30=2531/9024, 10-30=- 2531/9024, 10-31=-3026110772, 31-32=-3026/10772, 9-32=-3026/10772, 9-33=-3026/10772, 33-34=-3026110772, 8- 34=-3026/10772 WEBS 2-14=-355/1543, 2-13=-1961/ 539, 3-13=-691/2473, 3-12=2565/790, 4-12=-930/3079, 4-11=-141/373,5.11=-988/3327, 6-11=-2783/815.6-10=-721/2719,7-10=1914/543, 7-9=357/1496 NOTES- 1) 2-ply truss to be connected together with 10d (0 131"xY) nails as follows Top chords connected as follows 2x4 - 1 row at D-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 rf 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, 6=45ft, L=30ft, eave=oft, Cat 11, Exp B; Encl , GCpi=O 18, MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1 60 5) Provide adequate drainage to prevent water ponding 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 Printed copies of this document are 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 will fit between the bottom chord and any other members not considered signed and sealed and 9) Refer to girder(s) for truss to truss connections. the signature must be Verified On 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1760 lb uplift at joint 1 and 1695 Ito uplift at any electronic copies joint 8 11) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss Q WARNING - Verity of-Im panmolars and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rav 1010312015 BEFORE USE. Design valid for use only with MiTek® 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 verity the applicability of design parameters and properly incorporate this design into the overall Willi building design, Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing 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 ANSIrrPlt Oualhy Criteria, DSB-89 and BCSI Building Component 6904 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 pry Ply Park Sq Hms/Barcelona-A C T71929a66 P2392AC Al HIP 1 2 mu-riu— wmw,, wnuw, 7 640 s Aug 10 2017 MTek Industries, Inc. Mon Aug 28 11:23:45 2017 Page 2 NOTES - I D:ItiEj_2vgrkv4uE J UYC2j FzkFng-kB Ka V2u3T Wvt6tv48 H9uU8P L6utAyeH 17l e5kvp LZy 12) 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 lb down and 174 lb up at 2-4-0, 624 lb down and 174 lb up at 4-4-0. 624 lb down and 174 lb up at 6-4-0, 619 lb down and 228 lb up at 8-4-0, 619 lb down and 210 lb up at 10-4-0, 616 lb down and 209 lb up at 12-4-0, 611 lb down and 221 lb up at 14-4-0, 611 lb down and 221 lb up at 1570-0. 616 lb down and 209 lb up at 17-10-0, 619 lb down and 210 lb up at 19-10-0, 616 lb down and 180 lb up at 20-7-4, 616 lb down and 180 lb up at 22-7-4, 616 lb down and 180 lb up at 24-7-4. and 616 lb down and 180 lb up at 26-7-4, and 616 lb down and 182 lb 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=l 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(17) 21=624(F) 22=624(F) 23=-619(F) 24=619(F) 25=-616(F) 26=611(F) 27=611(F) 28 616(17) 29=-619(F) 30=616(F) 31=616(F) 32=616(F) 33=616(F) 34=616(F) 0 WARNING - VaHIy design paramefans and READ NOTES ON TNS AND INCLUDED MITEK REFERENCE PAGE MU-7472 rev. 141,0312015 BEFORE USE. Design veld 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 verity the applicability of design paremeleni 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 is always required for stabLRilityandtopreventcollapsewithpossiblepersonalInjuryandpropertydamage. For general guidance regarding the fabrication, stooge, delivery, erection antl bracing of trusses antl truss systems, see ANSUTPII Quality Cnterls, DSB-89 and SCSI Building Component 6904 Parke Fast Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alerundna, VA 22314. Tampa, FL 36610 Job Truss Truss Type Oty Ply Park Sq Hms/earcelona-A_C T71929867 P2392AC A2 HIP 1 1 Mid -Florida Lumber, Bartow, FL 7 640 s Aug 16 2017 MiTek Industries, Inc Mon Aug 28 11 23 46 2017 Page 1 ID ItiEj_2vgrkv4uEJUYC2jFzkFng-CNuylOvhEplkklUHI?g71LyZMIJdh8vuMPNfGLyILZx 6-3-4 12-0-0 1&2-0 1 23-1D-12 l 3D-2-0 a Di 6-3-a 5-&12 6-2-0 5-8-12 6-34 1.0-0 Style = 1.53 1 3.4 = 5x5 = 5x5 = 1 21 22 23 4 12 11 9 1.4 II 3x4 = 3x4 = 3x8 _ 3x4 = 6- - 0 1 - 0- 10- 3 6-3-4 5.8-12 6-2-0 8- 5-412 6-3-4 Plate Offsets (X Y)- 13 0-2-8 0-2-41 14 0-2-8 0-2-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 053 Vert(LL) -0 03 9-11 >999 240 MT20 244/190 TCDL 100 Lumber DOL 1 25 BC 035 Vert(TL) -0.09 9-11 >999 180 BCLL 00 ' Rep Stress Incr YES WB 0.42 Horz(TL) 002 9 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix-M) Weight: 152 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-10-0 oc purlins BOT CHORD 2x4 SP No 2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing WEBS 2x4 SP No 3 WEBS 1 Row at midpt 3-9 REACTIONS. (lb/size) 1=604/Mechanical, 9=1533/0-3-8, 6=336/0-3-8 Max Horz 1=-132(LC 10) Max Uplift 1=-148(LC 12), 9=-353(LC 12), 6=-115(LC 12) Max Grav 1=632(LC 21), 9=1533(LC 1), 6=391(LC 22) FORCES. (lb) - Max. Comp./Max Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-19=-913/283, 2-19=-841/295, 2-20=-417/177, 3-20=334/196, 3-21=0/392, 21-22=0/392, 22-23=0/392, 4-23=0/392, 4-24=-60/524, 5-24=-71/385, 6-25=-254/108 BOT CHORD 1-12=-177/767, 11-12=-177/767, 10-11=01314, 9-10=0/314 WEBS 2-11=-524/242, 3-11=-82/436, 3-9=-887/306, 4-9=-546/241, 5-9=-531/244 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind ASCE 7-10, Vutt=140mph (3-second gust) Vasd=108mph. TCDL=4 2psf, BCDL=3 Opsf, h=25ft, B=45h, L=30ft, eave=oft, Cat II; Exp B; Encl., GCpi=O 18: MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-0-3, Interior(1) 3-0-3 to 12-0-0, Extenor(2) 12-0-0 to 22-5-3, Interior(1) 22-5-3 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 fora 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 148 lb uplift at joint 1, 353 lb uplift at joint 9 and 115 lb uplift at joint 6 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies Q WARNING - Verify design Pa-t- and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rav 1010312015 BEFORE USE Design valid for use only with MiTekO connectors This tlesign is based only upon parameters shown, antl is for an individual building component, not atrusssystem Before use, the building designer must verify the applicability of tlesign parameters antl property incorporate this tlesign into the overall buildingdesign Bracing indicated is to prevent buckling of individual truss web antl/or chord members only Additional temporary antl permanent bracingOF is always required forstabilityandtopreventcollapsewithpossiblepersonalinjuryantlpropertydamageForgeneralguidanceregardingthefabrication, storage, delivery. erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria. DSB-89 and BC51 Building Component 6904 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 Park Sq Hms/Barcelona-A C T T11929868 P2392AC M HIP 1 1 Mid-Flonds Lumber, Banow, FL. 7 640 s Aug 16 2017 MTek Intlustnes, Inc Mon Aug 26 11:23.47 2017 Page 1 ID ItiEL2vgrkv4uEJUYC2jFzkFng-gZSKwkvJ?79aMA3TGiBMZZVmxid10Vd2b37ConyjLZw 5-9-4 I 11-0-o F 1s1-o I 1s2-0 I 24-4-12 I 30-2-0 1-2.0 5-9-4 5.2-12 4-1-0 4.1-0 5-2-12 5.9.4 1-O i Scale - 1:52.5 11 4x4 = 3x4 = 4x4 = 3 22 4 235 13 12 10 9 3x4 1x4 II 3x6 = 3x4 3x6 = 1.4 II 3x4 = LOADING (psi) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.41 TCDL 10.0 Lumber DOL 1.25 BC 046 BCLL 0.0 ' Rep Stress Ina YES WB 0.77 BCDL 10.0 Code FBC2014rTP12007 (Matnx-M) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 1=632/Mechanical, 10=1556/0-3-8, 7=285/0-3-8 Max Horz 1=122(LC 10) Max Uplrtt 1=156(LC 12), 10=356(LC 12), 7=105(1-C 12) Max Grav 1=656(LC 21), 10=1556(LC 1), 7=338(LC 22) DEFL. in (loc) Vdefl Ud PLATES Vert(LL) -0.08 10-12 >999 240 MT20 Vert(TL) -0.21 10-12 >999 180 Horz(TL) 0.02 10 n/a n/a GRIP 244/190 Weight: 156 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-7-14 oc purlins BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-20=997/324, 2-20=930/335, 2-21=537/214, 3-21=458/232, 3-22=408/256, 4-22=-408/256, 4-23=25/452, 5-23=25/452, 5-24=-80/554, 6-24=-91/427 BOT CHORD 1-13=218/833, 12-13=218/833 WEBS 2-12=-484/237, 4-12=156/551, 4-10=-863/330, 5-10=472/193, 6-10=-498/241 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=30ft; eave=oft; Cat. It. 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 COL=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 156 lb uplift at joint 1, 356 lb uplift at joint 10 and 105 lb uplift at joint 7. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies Q WARNING - Vwlry design paameten and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE MI1-7473 —. 10103/2015 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 truss system. Before use, the budding designer must venty the applicability of design parameters and property incorporate this design into the overall budding design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always requnetl 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 ANSIRPII Quality Criteria, DSB42 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plata Insidule, 218 N Lee Street, Suite 312, Alexandra, VA 22314 Tampa, FL 36610 Job Truss Truss Type Qly Ply Park Sq HmslBarcelor..A_c T11929569 P2392AC AS HIP 1 1 mio-riorioa Lumber, canoes, IL r _u s n y ro cu i r mi a "' "..' nu mutt'.. co i i co- ' o.r au i r ray. to ItiEL2vgrkv4uEJUYC2jFzkFng-gZSKwkvJ779aMA3TGiBMZZV19iYIQZD2b37ConyjLZw 9-4 1 9-0-0 15.1-0 1 21-2-0 1 25-4.12 30-2-0 R 4-9-4 4.2-12 6-1-0 6-1-0 4.2-12 4-9-4 1-0-0 Scale = 1 52 5 4x4 = 3.8 = 4x4 = 3 21 22 4 23 24 5 13 11 10 9 3x5 - 3.8 = 3x5 = 3x8 = 3x5 = LOADING (pso SPACING- 2-0-0 CSI. DEFL. in loc) I/dell Ud TCLL 200 Plate Grip DOL 1 25 TC 046 Vert(LL) 0 13 9-19 999 240 TCDL 10.0 Lumber DOL 1.25 BC 0.80 Vert(TL) 0.38 9-19 361 180 BCLL 0.0 ' Rep Stress Incr YES W B 0.54 Horz(TL) 008 7 n/a n/a BCDL 100 Code FBC2014rTP12007 Matrix-M) LUMBER - TOP CHORD 2x4 SP No 2 BOT CHORD 2x4 SP No 2 'Except' 7-12 2x4 SP No 1 WEBS 2x4 SP No 3 REACTIONS (lb/size) 1=1067/Mechanical, 7=1046/0-3-8, 10=360/0-3-8 Max Horz 1=-101(LC 10) Max Uplift 1=-254(LC 12). 7=-276(LC 12). 10=-87(LC 12) PLATES GRIP MT20 244/190 Weight 149 lb FT = 20 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-2-11 oc purlins BOT CHORD Rigid ceiling directly applied or 7-11-7 oc bracing. FORCES. (lb) - Max Comp /Max Ten - All forces 250 (lb) or less except when shown TOP CHORD 1-20=-1872/680, 2-20=-1806/694, 2-3=-1599/583, 3-21=-1389/569, 21-22=-1389/569, 4-22=-1389/569, 4-23=-1168/492, 23-24=1168/492, 5-24=-1168/492, 5-6=-1357/498, 6-25=-1585/612, 7-25=-1638/599 BOT CHORD 1-13=-547/1624, 12-13=-400/1504, 11-12=-400/1504, 10-11=400/1504, 9-10=400/1504, 7-9=483/1418 WEBS 2-13=-282/218, 3-13=-94/425, 4-13=-262/80, 4-9=-513/178, 5-9=-56/348, 6-9=-294/222 NOTES- 1) Unbalanced roof live loads have been considered for this design 2) Wind* ASCE 7-10, Vu11=140mph (3-second gust) Vasd=108mph; TCDL=4 2psf, BCDL=3 Opsf, h=25ft, B=45ft; L=30ft, eave=4ft, Cat. 11; Exp B, Encl , GCpi=O 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. Intenor(1) 25-6-11 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 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 254 lb uplift at joint 1, 276 lb uplift at joint 7 and 87 lb uplift at joint 10 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies Q WARNING - Vwrfy design paters rind READ NOTES ON THIS AND INCLUDED MITEII REFERENCE PAGE 11,111-7473 rev 1010312015 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 properly incorporate this design into the overall building design Bracing indicated is to prevent buckling of Individual truss web andfor chord members only Additional temporary and permanent bracing ExisalwaysrequiredforstabilityantltopreventcollapsewithpossiblepersonalinjuryantlpropertydamageForgeneralguidanceregardingthe fabrication, storage. delivery, erection and bracing of busses and truss systems, see ANSIrrPl1 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 HmvBarcelona•A_C T11929870 P2392AC A6 HIP 1 1 Mx1•Flonda Lumber, Barlow, FL 7 "0 s Aug 16 2017 MTek Industnes, Inc Mon Aug 26 11:23 49 2017 Pape t ID' ItiEj_2vgrkv4uEJUYC21FzkFng-dyZ4KPxZXkPlbUCsN7Dgezal dVK5uNpK2NcJtgyjLZu qVI 3 93914 37—i I tst-0 I F 4- TrI 2 I 3az o1-2o 0 2 3-94 2.12 37-01-0-OI Scale = 1.53.7 4xe = 1x4 II 4xe = 1x4 II 6.00 FiT 4 23 245 25 6 26 7 27 2e 4x8 = 10 10 1. 13 tz 3x4 = 3x4 = 6x6 = 5x5 = axe = 3x4 = 3x4 = 1-0-0 4- 6-0 3.7-0 37-0 4-5-12 7-0-0 Plate Offsets (X.Y)— 12 0-2-O.Edael. f4:0-5-4.0-2-01, IB:D-5-4.0-2-01. 110:0-2-O.Edael. f 14'0-2-8.0-3-01 LOADING (pso SPACING- 2- 0-0 CSI. DEFL. in floc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.72 Vert(LL) -0.05 15-16 >999 240 MT20 244/190 TCDL 100 Lumber DOL 1.25 BC 0.36 Vert(TL) -0.12 15-16 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.92 Horz(TL) 0.03 10 n/a n/a BCDL 100 Code FBC2014/ TPI2007 (Matrix-M) Weight: 161 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-2-14 oc purllns. BOT CHORD 2x4 SP No.1 D BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No. 3 REACTIONS. (lb/size) 2= 1089/0-3-8, 13=2966/D-3-8, 10=381/0-3-8 Max Horz 2=82( LC 24) Max Uplift2=328(LC 8), 13=879(LC 8), 10=118(LC 8) Max Grav 2=1099( LC 17), 13=2966(LC 1). 10=398(LC 18) FORCES. (Ib) -Max. Comp./ Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 1862/555, 3-4=1666/508, 4-23=1184/396, 23-24=1184/396, 5-24=1184/396, 5-25=1184/396, 6-25=1184/396, 6-26=271/1096, 7-26=271/1096, 7-27=271/1096, 27-28=271/1096, 8-28=271/1096, 9-10=369/108 BOT CHORD 2-16= 428/1620, 16-29=357/1483, 29-30=357/1483, 15-30=357/1483, 15-31=65/287, 14-31=65/287, 14-32=-65/287, 13-32=65/287, 10-12=32/298 WEBS 4-16=69/ 595, 4-15=396/109, 5-15=489/251, 6-15=383/1277, 6.13=1894/556, 7-13=511/258, 8-13=1506/438, 8-12=74/608 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7- 10; VuK=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf, BCDL=3.Opsf, h=25ft; B=45ft; L=30ft; eave=4ft; 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 24a0 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 328 lb uplift at joint 2, 879 lb uplift at joint 13 and 118 lb uplift at joint 10. 7) "Semi -rigid pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 189 lb down and 206 lb up at 7-0-0, 111 lb down and 106 lb up at 9-0-12, 108 lb down and 106 lb up at 11-0-12. 105 lb down and 106 lb up at 13-0-12. 105 lb down and 106 lb up at 15-1-0, 105 lb down and 106 lb up at 17-1-4, 108 lb down and 106 lb up at 19-1-4. and 111 lb down and 106 lb up at 21-1-4. and 189 lb down and 206 lb up at 23-2-0 on top chord, and 327 lb down and 97 lb up at 74)-0. 66 lb down at 9-0-12, 66 lb down at 11-D- 12, 66 lb down at 13-0-12, 66 lb down at 15-1-0, 66 lb down at 17-1-4, 66 lb down at 19-1-4. and 66 lb down at 21-1-4, and 327 lb down and 97 lb up at 23-1-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of Printed copies of this document are P others. 9) IntheLOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). not Considered Signed and Sealed and the signature must be verified on LOAD CASE(S) Standard any electronic copies Continued on oaae 2 Q WARNING - Vorffy d- Ign parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE MII.7473 rev. 1CM312015 BEFORE USE. Design valid for use onty 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 budding designer must verity the applicability of design parameters and property incorporate this design Into the overall budding design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only Additional temporary end permanent bracing 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 Ouality Criteria, DSB-69 and BCSI Building Component 6904 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 Dty Ply Park Sq HmsBarcelona-A_C Tu9zee7o P2392AC AS HIP 1 1 Mid-Flonda Lumber, Bartow, FL. 7 bed S Aug 15 ZU17 Milek Indo Sines, Inc Mon Aug 25 11 23 49 Zul7 Page Z IDItIE)_2vgrkv4uEJUYC2tFzkFng-dyZ4KPxZXkPlbUCsN7DgezaldVK5uNpK2NcJtgytLZu LOAD CASE(S) Standard 1) Dead + Roof Live (balanced) Lumber Increase=l 25, Plate Increase=1.25 Uniform Loads (plf) Vert 1-4=60, 4-8=-60, 8-11=60. 17-20=-20 Concentrated Loads (lb) Vert 4=-142(F) 8=-142(F) 16=-327(F) 14=41(F) 6=-97(F) 12=-327(F) 23=-97(F) 24=-97(F) 25=-97(F) 26=-97(F) 27=-97(F) 28=-97(F) 29=41(F) 30=41(F) 31=41(F) 32=-41(F) 33=41(F) 34=41(F) WARNING - verily design pare f— and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11411-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTeM 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 chard members only Additional temporary and permanent bracing FKisalwaysrequiredforstabilityantltopreventcollapsewithpossiblepersonalmertyluryantlpropdamageForgeneralguidanceregardingthefabrication, storage, delivery. erection and bracing of trusses and truss systems, see ANSUTPI7 Quality Criteria, DSB49 and BCSI Building Component 69154 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 Oty Ply Park Sa Hrms/Barcelona-A_C T11g20e71 P2392AC B1 SPECIAL 1 n Mid -Florida Lumber, Bartow, FL. 7 640 s Aug to 2017 MiTek Industries. Inc. Mon Aug 2e 11 23 50 2017 Pape 1 ID ItiEL2vgrkv4uEJUYC2jFzkFng-587TYlyCl2X9Den2xrk3BB793vYfdpAUH1LsP6yjLZt 12-9 4 4.4.11 }1P3 }1P3 2.3-a 0-1.12 Scale = 1 49 4 1 5x4 = 1x4 II 5 1x4 II 2x4 11 402 = 2x4 11 7x8 MT20HS = 3x4 = 3x10 = 2x4 II 4x4 = 3x8 = 12-9 4 1 4t11 }111-3 310.3 2-3-6x-3-0 0-1-12 x-}e 2-3d 2-5.4 Plate Offsets (X.Y)- 12:0-1-8.Edael. 16:0-2-8.Edae1, 115:0-3-8.0-1-81, 117:0-4-0.0-5-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.00 TIC 0.93 Vert(LL) -0.44 18 >664 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.85 Vert(TL) -1.05 18 >277 240 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr NO WB 0.98 Horz(TL) 0.08 13 n/a n/a MT18HS 244/190 BCDL 10.0 Code FBC2014/TPI2007 Matrix-M) Weight: 316 lb FT = 20% LUMBER- BRACING. TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-11-10 oc purlins, BOT CHORD 2x6 SP DSS except end verticals. WEBS 2x4 SP No 3 *Except* BOT CHORD Rigid ceiling direly applied or 10-0-0 oc bracing. 8-18,8-16,11-15,11-13: 2x4 SP No.2 WEBS 1 Row at midpt 6-20 REACTIONS. (lb/size) 13=1607/0-4-0, 2=1448/0.8-0 Max Horz 2=187(LC 12) Max Uplift 13=79(LC 12). 2=176(LC 12) Max Grav 13=1972(LC 2), 2=1518(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown TOP CHORD 2-25=2897/676, 3.25=2868/685, 34=2781/684, 6-7=1167513103. 7-27=11675/3103, 8-27=11675/3103, B-28=-8250/1728, 9-28=-8250/1728, 9-10=8250/1728, 10-29=-8250/1728,11-29=-8250/1728 BOT CHORD 2-21=-793/2599, 20-21=-793/2599, 19-20=2939/10756, 18-19=3046/11148, 17-18=2846/11842. 16-17=2846/11842, 15-16=1728/8250, 14-15=731/3980, 13-14-731 /3980 WEBS 4-20=751/2914, 6.19=1112/305, 6-20=-8533/2277, 4-6=3128/921, 7-18=482/208, 6-18=131/1029, 8-17=267/1040, 10-15=547/94, 11-14=450/145, 8-18=-418/307, 8-16=3896/1213, 11-15=-1081/4668, 11-13=4066/748 NOTES. 1) 2-ply truss to be connected together with 10d (0.131"0") 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) 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=24R, 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(1) 2-0-0 to 11-11-4, Exterior(2) 12-1-0 to 15-0-10 zone;C-C for members and forces d MWFRS for reactions shown, Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water ponding. 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. Printed COp1eS Of this document are8) 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. not Considered Signed and sealed and 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 79 lb uplift at joint 13 and 176 lb uplift at the signature must be verified on joint 2. any electronic copies 10) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss ddAifAU06RW4rprepresentation does not depict the size or the orientation of the purlin along the top and/or bottom chord Q WARNING - Verify design p—afers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11411-7473 rev IOM312015 BEFORE USE. Design valid for use ony with MITekS 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 is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing I s always required for atab9ity and to prevent collapse with possible personal Injury and property damage For general guidanceregarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, we ANSUTP11 Quality Criteria, DSB49 and BCSI Building Component 6904 Parke East BIM Safety Information available from Truss Plate Institute, 218 N Lee Street, Suite 312. Alexandria, VA 22314. Tamps, FL 36610 Job Truss Truss Type QIy Ply Park Sq Hms/Barcelona-A_C T11929a71 P2392AC 131 SPECIAL 1 Mid-Flonda Lumber, Barlow. FL 7 e40 s Aug 16 2017 MiTek Industries. Inc Mon Aug 28 11 23 50 2017 Page 2 ID ItIEj_2vgrkv4uEJUYC2jFzkFng-567TYlyC12X9Den2xrk3BB793vYfdpAUH1LsP6ylLZt NOTES- 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) The design/selection of such connection device(s) is the responsibility of others LOAD CASE(S) Standard 1) Dead + Roof Live (balanced) Lumber Increase=l 00, Plate Increase=l 00 Uniform Loads (p1f) Vert 1-5=-60, 6-7=-90, 7-12=-90, 2-13=-20 Concentrated Loads (Ib) Vert 7=-706 Q WARNING - Vvlfy design parameters and READ NOTES ON THIS AND INCLUDED MITEN REFERENCE PAGE MII-7473 ray. 1010312015 BEFORE USE. Design valid for use only with MiTekm 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 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 and/or chord members only Additional temporary and permanent bracing k ifdT ,lr1 is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the NTFI Ui7fth rabricalion. storage, delivery, erection and bracing of trusses and truss systems, see ANSIrTPl1 Quality Cniena, 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 Hms/Samelons-A_C T71929872IP2392ACB2SPECIAL1 Mid•Florlds Lumber, Bartow, FL. 7 640 a Aug 16 2017 MrTek Industries, Inc. Mon Aug 28 112T51 2017 Pape 1 I D:IttEj_2vgrkv4uE J UYC 2j F zkFng-ZLhri5yg3MfOgoMEVY F IkOf J BJw9MGPd Wh5PxZyl LZs 5-9-4 1 11.0-0 i 1218 112 0-14I 7. 2 97-6 21.13713 7120- 2_.2. z2559.1 5-2-12 3o I Scale - 1: 45 3 5x8 MT18HS = 3.4 11 9 T? 3.4 - 1. 10 1/ 10 10 14 13 12 2x4 11 4x4 II 7x1OMT20HS = 2.4 II 2x4 II 4x14 = 3x4 11 5x8 MT18HS = 1T 59. 1 1 S94 11. 0. 0 52-12 1 12. 7.8 i 14-10-14 1 17.4-0 1 19.7.E 1-7- 6 2.3.6 2-52 2-3 i 1 21- 10-13 I 24.4-0 2.3. 7 1 2- 53 Plate Offsets ( X.Y)- r2:0-1-4.Edael, (4.D-5-4.D-1-121. r6.D-2-12.0-3-0i.116:0-4-12.0-4-81. n8:D-1-e D-1-121 LOADING (pso SPACING- 2-0-0 CSI. DEFL. 1n (loc) Udell L/d PLATES GRIP TCLL 20. 0 Plate Grip DOL 1.00 TC 0.97 Vert(LL) -045 16-17 >642 360 MT20 244/190 TCDL 100 Lumber DOL 1.00 BC 0.71 Vert(TL) -1.09 16-17 >265 240 MT20HS 187/143 BCLL 0.0 ' Rep Stress Ina NO WB 0.98 Horz(TL) 0.07 12 n/a n/a MT18HS 244/190 BCDL 10.0 Code FBC2014rTP12007 Matrix-M) Weight: 300 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-8-10 oc purtins, except BOT CHORD 2x6 SP DSS end verticals WEBS 2x4 SP No.3 'Except* BOT CHORD Rigid ceiling directly applied or 9-10-1 oc bracing. 5.17,4- 18,6-18: 2x4 SP No.2 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- 22=3046/688, 322=2996l702, 3-23=2344/529, 4-23=2279/540, 6-17=-436/190, 6-24=1155212967. 7-24=11552/2967. 7-25=11552/2967. 8-25=11552/2967, 8-9=8797/ 1963, 9-26=375W739, 1D-26=37577739, 1D-11=3757/739, 11-12=1673/325 BOT CHORD 2- 19=982/2812, 18-19=-982/2812, 17-18=3332/11828, 16-17=-3588/12560, 15-16=1 963/8797,14-15=-1963/8797, 13-14=1963/8797, 12-13=53/274 WEBS 3-19= 38/386, 3-18=751/284, 4-18=203717504, 8-15=1157/357. 9-14=-401/1522, 7-16=357/ 50, 6-16=1197/667, 8-16=1080/2962, 9-13=5464/1327, 11-13=745/3777, 4-6=6938/ 2046, 6-18=11675/3137 NOTES. 1) 2- ply truss to be connected together with 1 Od (0.131"xY) 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 D-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. Vuh=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft, Cat. 11, 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 11-0-0. Exterior(2) 11-0-0 to 12-5-12, Interior(1) 12-5-12 to 24-24 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water ponding. 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. 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 will fit between the bottom chord and any other members 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint 12 and 166 lb uplift at joint 2. 10) " SemFrigid pitchbreaks including heels" Member end fixity model was used In the analysis and design of this truss. Continued on oaae 2 Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING - Vrfly design pararri.1- and READ NOTES ON T105 AND INCLUDED WTEK REFERENCE PAGE Mll-7473 ray. 10/03/2013 BEFORE USE. Design valid for use only with Mrreltm connectors. This design a based only upon parameters shown, and is for an individual budding 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 budding design Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 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, we ANSVTP11 Quality Criteria, DSB49 and SCSI Building Component 6904 Parke Fast Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandra, VA 22314 Tampa, FL 36610 Job Truss Truss Type Gly Ply Park Sill Hms/Bafcelona-AC T11929872 P2392AC B2 SPECIAL 1 2 Mid -Florida Lumber. Barlow. FL btu s Aug lb ZUl / MI I ek Industries. inc: Mon Aug LO 11 zi Jl zu1 / wage L I D.ItIEI_2vgrkv4uEJUYC2lFzkFng-ZLhn5yg3MfDgoME VYF IkOtJBJw9MGPdVuh5PxZylLZs NOTES- 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated toad(s) The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced) Lumber Increase=l 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 - verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE. 1 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 building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Tra.lr 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 ANSVTPII Quality Cntena, DSB-09 and BCSI Building Component 690e 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 Hms/Barcelona-A_C T71929873 P2392AC B3 SPECIAL 1 M6Flonds Lumber, Bartow, FL. 7 640 a Aug 16 2017 MTek Industries, Inc. Mon Aug 28 11.23.52 2017 Pape 1 ID:ItiEL2vgrkv4uEJUYC21FzkFng-1 XFDzRzSgfntSyxR2FnXGcCUoIGI51EnILgzU yjLZr 1-0-0 I 4-9-4 I 9.0.0 12-7-8 I 14-1O 14 I 17.4-o I 19.7.6 I 21-10-13 I z4-4-0 4.2.12 3.7-8 2-3.6 2-52 2.3.6 2-3-7 2-s3 Su1e = 1:44 5 4x8 = 4 24 1.5x4 It 25 5 IV la 1f 16 10 14 13 12 3x4 = 2x4 11 5x10 = 4x4 II 7xlOMT20H8 = 2x4 II 2.4 11 4x14 = 3x4 II I 4-9.4 I 9-o-0 4-. 4.2.12 I 12-7-e I 11-10-14 I 17.4-0 I 18-7.6 I 21.10'13 3-7-8 2.3.8 2•S2 2-3-6 2-37 2.53 Plate Offsets (X.Y)- 12:0-1-8.Edgel. 14:0-5-4.0-2-01. 16:0-2-8.0-3-41. 116 0-4-12.0-4-81 LOADING (psf) SPACING. 2-0-0 CSI. DEFL. in (loc) Udeff Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.00 TIC 0.98 Vert(LL) -0.42 16-17 >695 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.75 Vert(TL) -1.00 16-17 >289 240 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr NO WB 0.87 Horz(TL) 0.07 12 n/a n/a BCDL 10.0 Code FBC2014/rP12007 Matrix-M) Weight: 294 lb FT = 20% LUMBER. BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-6-15 oc puffins, except BOT CHORD 2x6 SP DSS end verticals. WEBS 2x4 SP No.3 *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 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) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-22=29771744, 3-22=2948/754, 3-23=2710/690, 4-23=2660/701, 6-17=-553/216, 6-26=11461/2851, 7-26=11461/2851. 7-27=11461/2851. 8-27=11461/2851, 8-9=8730/1887, 9-28=3730713, 10-28=3734l713, 10-11=3734/713, 11-12=1663/314 BOT CHORD 2-19=960/2740, 18-19=960/2740, 17-18=3211/11645. 16-17=-3414/12307, 15-16=1887/8730, 14-15=1887/8730. 13-14=1887/8730, 12-13=51/272 WEBS 3-18=347/155, 4-18=898/3431, 4-6=3414/1032, 6-18=-9438/2454, 8-15=-1156/346. 9-14=385/1509, 7-16=344/43, 6-16=1101/605, 8-16=-1036/2936, 11-13=-717/3753, 9-13=5417/1273 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 i1 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; Vu@=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=O 18, MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Intenor(1) 2-0-0 to 9-0-0, Extenor(2) 9-0-0 to 12-0-0, Interior(1) 12-5-12 to 24-2-4 zone;C-C for members and forces & MWFRS for reactions shown, Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water ponding. 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. 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 will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 90 lb uplift at joint 12 and 178 lb uplift at joint 2. 10) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) . The design/selection of such Iconaeclj^^ dwice(s) is the responsibility of others. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies Q WARNING - Vw*y design paramofers and READ NOTES ON THIS AND INCLUDED AUTEK REFERENCE PAGE Mll-7473 rev. 1010312015 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 strum system Before use, the building designer must venty the applicability of design parameters and property incorporate this design Into the overall bullding'desipn Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only Additional temporary and permanent bracing is always required for stabildy and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the Is 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 available from Truss Plate Institute. 218 N Lee Street, Suite 312. Alexandria, VA 22314 Tamps, FL 36610 Job Truss Truss Type Oty Ply Park Sq HmsfBarcelona-A_C T71929873 P2392AC B3 SPECIAL 1 2 e rvlid-rlorida Lumber, barrow, I-L 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 rug io ..sty — i rcyv c ID ItIEj_2vgrkv4uEJUYC2jFzkFng-1XFDzRzSgfntSyxR2FnXGcCUojG151EnILgzU?yjLZr A WARNING - verity drrsrpn panmoters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 01,1II-7473 rav 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 budding designer must verity the applicability of design parameters and properly incorporate this design into the overall budding tlesign Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing + is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the Ui PI.. fabrication, storage. delivery, erection and bracing of trusses and truss systems, see ANSUTPI7 Quality Criteria. DSBa9 and SCSI Building Component 6904 Parke East Blvd, Safety Information available from Truss Plate Institute, 218 N Lee Street. Suite 312, Alexandria, VA 212314 Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq Hms/Borcelona-A C T11929874 P2392AC B4 SPECIAL 1 Mid -Florida Lumber, Bartow. FL. 7 640 s Aug 16 2017 MITek Industries. Inc Mon Aug 2e 11:23.53 2017 Pape 1 ID ItiEL2vgrkv4uEJUYC2IFzkFng-VtpbAn_4bzwk45WdczlmpplfY6bmgAWwz7aWORyjLZq l-" 1 3-9-4 1 7-0-0 j a11-8 12 7-8 1 11-10-14 1 /7-4-0 1 1 -7-6 1 21.10-13 24-4-0 11-0-0 3-9-4 3-2-12 2.11-8 2-e-0 2-3{ 2.5.2 2-3-6 2-3.7 2-5.3 Scale a 1,44 5 4x8 = Ixe = 2.4 II 4 24 5 25 26 6 Cr LV 1Y le 1f - lb - 1a -- 14 -- 13 3x4 = 2.4 II 3x4 = exlo = 4x4 II 7x 12 MT20HS = 2x4 II axe II 4x14 = 3x4 II 3-8-1 1 7-0-0 911-0 1 12.7-0 1 11-10.14 17.1-0 1 ta7-0 21-10 3 1 z r 1 3-2-12 2.11-0 2-a0 2-34i 23.7 -5-3 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20 0 Plate Grip DOL 1.00 TC 0.98 Vert(LL) -0.43 17-18 >673 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.83 Vert(TL) -1.04 17-18 >280 240 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr NO WB 1.00 Horz(TL) 0.08 13 n/a n/a BCDL 100 Code FBC2014/TPI2007 Matrix-M) Weight 446 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 'Except' TOP CHORD Structural wood sheathing directly applied or 2-4-4 oc purlins, except 7-12: 2x4 SP No.1 end verticals. BOT CHORD 2x6 SP DSS BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3'Except' 6-18.7-19: 2x4 SP No.2 REACTIONS. (lb/size) 13=2528/0-4-0, 2=235410-8-0 Max Horz 2=242(LC 8) Max Uplift 13=621(LC 5), 2=606(LC 5) Max Grav 13=3511(LC 2), 2=2377(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown TOP CHORD 2-3=4887/1296, 3-4=-0709/1302, 4-24=-5381/1481, 5-24=5381/1481, 5-25=-337f71, 25-26=-337/71, 6-26=337171, 7-18=205/313, 7-8=18907/4757, 8-9=18906/4757, 9-10=14347/3185. 10-11=6255/1230, 11-12=-6255/1230, 12-13=2675/535 BOT CHORD 2-21 = 1285/4349, 20-21 =- 1285/4349, 20-27=1253/4198, 19-27=-1253/4198, 19-28=5178/18868, 18-28=-5178/18868, 18-29=5473/19949, 17-29=5473/19949, 17-30=3185/14347. 16-30=3185/14347, 16-31=3185/14347, 15-31=-3185/14347, 15-32=3185/14347, 14-32=3185/14347, 14-33=86/442, 13-33=-86/442 WEBS 3.20=-256/90, 4-20=80/497, 4-19=-466/1852, 5-19=-1271/4826. 5-7=7126/2003, 7-19=14428/3875, 9.16=1692/565, 10-15=-616/2648, 8-17=263/85, 7-17=2105/821, 9-1 7=- 1690/5188. 12-14=1241/6303, 10-14=8774/2119 NOTES- 1) 3-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 0-6-0 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) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vutt=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf, BCDL=3 Opsf; h=2511; B=4511; L=24ft; eave=oft, Cat 11, Exp 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) All plates are MT20 plates unless otherwise indicated. Flirted copies of this document arep7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 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 will not considered signed and sealed and fit between the bottom chord and any other members. the signature must be Verified On 9) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 621 lb uplift at joint 13 and 606 lb uplift at any electronic copies joint 2. dAtIA468 6jylAbreaks including heels" Member end fixity model was used in the analysis and design of this truss Q WARNING • Verify design parametars and READ NOTES ON INS AND INCLUDED M1TEK REFERENCE PAGE MIP7473 rev 1OX312015 BEFORE USE. Design valid for use only with MiTek® connectors This design is based only upon parameters shown, end is for on mdrvidual budding component, not a truss system Before use, the budding designer must verify the applicability of design parameters and property incorporate this design into the overall building design Bracing indicated 15 to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the L4 fabrication, storage, delivery. erection and bracing of trusses and truss systems, see ANSUTPII Quality Criteria, DSB49 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plme Institute, 218 N Lee Street, Suite 312. Alexandna, VA 22314 Tampa, FL 36610 Job Truss Truss Type Oty Ply Perk Sq Hms/Barcelona-A C T11929874 P2392AC BA SPECIAL 1 Mid -Florida Lumber, Banow. FL 1 1510 5 Aug 16 201 r Mi I ek Industries. Ine Mon Aug 2e 11 2a'b3 201 I wage 2 ID ItIEj_2vgrkv4uEJUYC2tFzkFng-VtpbAn_4bzwk45WdczlmpplfY6bmgAVvWz7aWORytLZq NOTES- 11) 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-D-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 1174 lb down and 374 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(B) 7=460 13=-89(B) 20=-327(B) 17=-79(B) 24=-97(B) 25=-97(B) 27=41(B) 28=41(B) 29=1021(F) 30=-79(B) 31=79(B) 32=-79(B) 33=-79(B) Q WARNING - Varrfy daslgn Paramalars antl READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,111-7473 ray. 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 properly incorporate this design into the overall r budding design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the MIC fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPl1 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 0ty Ply Park 54 Hms/Barcelona-A C T11929E75 P2392AC C1 COMMON 1 1all Mid-Flonda Lumber, Bartow, FL. 7 640 a Aug 16 2017 MITek Industries. Inc Mon Aug 2E 11 23 53 2017 Pape 1 ID.ItiEL2vgrkv4uEJUYC21FzkFng-VjpbAn_4bzwk45 Wdczlmpplq_6gsgNJwz?aWORyILZq i -1-0-0 i 5-9-4 i 11-0-0 i 162-12 i 22-0-0 ,23-0-01 1.40 5-9-4 52.12 5-2-12 5-9-4 1.0.0 Scale = 1:39.8 40 = q 3x4 = 3x4 = 3x4 = 30 = 30 = 1 7-6-3 I 7-&3 11.5.13 8-11-11 1 22-0.0 I 783 Plate Offsets (X.Y)- f2.D-2-0.Edael. f6 0 2-0.Ednel LOADING (psf) SPACING- 2-0-0 cSl. DEFL. in floc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.31 Vert(LL) -005 B-10 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.50 Vert(TL) -0.17 8-10 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.18 Horz(TL) 0.05 6 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix-M) Weight: 101 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-9-11 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directty applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. ( lb/size) 2=940/0-8-0, 6=940/048-0 Max Horz 2=115(LC 11) Max Upltft2=252(LC 12), 6=-252(LC 12) FORCES. ( lb) - Max. Comp./Max. Ten - All forces 250 (lb) or less except when shown. TOP CHORD 2-17=1453/431, 3-17=1387/448, 3-18=1285/439, 4-18=1208/450, 4-19=-1208/451, 5- 19=1285/439, 5-20=1387/448, 6-20=1453/431 BOT CHORD 2-10=306/1240, 9-10=141/833, 8-9=141/833, 6-8=324/1240 WEBS 4-8=145/476, 5-8=-309/196, 4-10=145/476, 3-10=-309/196 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind ASCE 7-10; Vutt=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, 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 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 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. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 252 lb uplift at joint 2 and 252 lb uplift at joint 6. 6) " Semi rngid phchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss Printed copies of this document are not considered signed and seated and the signature must be verified on any electronic copies Q WARNING - Verify design parameteem and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE Mll-7473 ray. IOM312015 BEFORE USE. Design valid for use only with MTek1a 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 and property incorporate this design into the overall budding design Bracing indicated is to prevent buckling of Individual truss web and/or chord members only Additional temporary and permanent bracing 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 PI1 Quality Crfterla, OSBdg end BCSI Building Component 69D4 Parke East Blvd Safety Infortnatlon available from Truss Plate Institute, 218 N Lee Street, Suite 312. Alexandna, VA 22314 Temps, FL 36610 Job Truss Truss Type oty Ply Park Sq Hms/Barcelona-A_C T11929876 P2392AC C2 HIP 1 1 e en o i all Mid -Florida Lumber, Barlow, FL 7 640 s Aug 16 2017 MiTek Industries, Inc Mon Aug 28 11 23 54 2017 Page 1 ID ItiEj_2vgrkv4uEJUYC2jFzkFng-zvNzO7'?IMH2bhF5pAgp?L1HOMWytZg04CfJ4YuyfLZp 1-0-o 4-9-4 9-0-0 13-0-0 17-2-12 22-0-0 12 1-G-0 4-9-4 a-2-12 4.0.0 4-2-12 4-9-4 1-0-0 Scale = 1 40 1 6 4x4 = 19 20 4x8 = 3x4 = 3x5 = 3x8 = 3x4 = 3x5 = Id LOADING (psf) TCLL 200 TCDL 100 BCLL 00 ' BCDL 100 SPACING- 2-0-0 Plate Grip DOL 125 Lumber DOL 1 25 Rep Stress Incr YES Code FBC2014lrP12007 CSI. TC 021 BC 071 WB 015 Matrix-M) DEFL. in Vert(LL) -0 12 Vert(TL) -0 33 Horz(TL) 005 loc) I/deft L/d 9-17 >999 240 9-17 >804 180 7 n/a n/a PLATES GRIP MT20 244/190 Weight 108 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No 2 TOP CHORD Structural wood sheathing directly applied or 4-9-10 oc purlins BOT CHORD 2x4 SP No 2 BOT CHORD Rigid ceiling directly applied or 8-9-10 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 Uplift2=-252(LC 12), 7=-252(LC 12) FORCES. (Ib) - Max Comp./Max Ten - All forces 250 (Ib) or less except when shown TOP CHORD 2-18=-1458/558, 3-18=-1406/572, 3-4=-1172/458, 4-19=-999/455, 19-20=-999/455, 5-20=-999/455, 5-6=-1171/458, 6-21=-1406/572, 7-21=-1458/558 BOT CHORD 2-11=-439/1258, 10-11=-251/998, 9-10=-251/998, 7-9=-446/1257 WEBS 3-11=-304/222, 4-11=-71/291, 5-9=-65/291, 6-9=-304/222 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=oft, Cat II, Exp B, Encl , GCpi=O 18, MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Intenor(1) 2-0-0 to 9-0-0, Exierior(2) 9-0-0 to 13-0-0, Interior(1) 17-4-11 to 23-0-0 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 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 252 lb uplift at joint 2 and 252 lb uplift at joint 7 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies Q WARNING - Verily dasiyn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 — 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 properly incorporate this design into the overall h building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing 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 ANSIITPI1 Quality Cntena, DSB-E9 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 Park Sq HmsBercelona-A_C T11B29877 P2392AC C3 HIP 1 1 Mid-Flonda Lumber, Bartow, FL 7 640 a Aug 16 2017 MiTak Industries. Inc Mon Aug 28 11.23 55 2017 Page 1 ID.ItiEL2vgrkv4uE J UYC2jFzkFng-R6wMbTOK7aASJ Pg?kOKEuEg8bwHRIFnDRJ3d4Ky)LZo 1 13389-44 3I 12- z I zo 1230.0 00oI 2.12 4-0-0 4-0-0 32-12 30-4 1.0-0 Scale = 1 40 1 i, 4x4 = 20 3x8 = 21 5 22 23 4x4 = 4x4 = 3x8 = 4x4 = 7x4 II 3x8 = 4x4 = I 7-0. 0 11-0-0 I 2& I 22-0-0 7-nn a.nrt a.rtn inn ja LOADING (psf) SPACING- 2- 0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 043 Vert(LL) -012 11 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 081 Vert(TL) -0.29 11-13 >909 180 BCLL 00 ' Rep Stress Incr NO WB 031 Horz(rL) 011 8 n/a n/a BCDL 10.0 Code FBC2014rrPI2007 Matrix-M) 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=1616/ 0-8-0.8=1616/0-8-0 Max Horz 2=77(LC 24) Max UpllR2=-486(LC 8), 8=-486(LC 8) BRACING - TOP CHORD Structural wood sheathing directly applied or 3-2-2 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-5 oc bracing. FORCES. (lb) - Max. Comp./Max. Ten - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=2936/ 885, 3-4=2767/846, 4-20=2482/788, 20-21=-2482r788, 5-21=24827788, 5-22=2482/788, 22- 23=2482/788, 6-23=2482/788, 6-7=2767/846, 7-8=2936/885 BOT CHORD 2-13=719/ 2566, 13-24=-760/2826, 12-24=-760/2826, 11-12=760/2826, 11-25=-760/2826, 10-25=760/2826, 8- 10=719/2566 WEBS 4-13=168/819, 5-13=514/168, 5-11=0/261, 5-10=514/168, 6-10=168/819 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind. ASCE 7-10. VuR=140mph (3-second gust) Vasd=108mph; TCDL=4.2psY BCDL=3.Opsf, h=25ft, B=45f; L=24ft; eave=4R, Cat. 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 bearing plate Capable of withstanding 486 lb uplift at joint 2 and 486 lb uplift at joint 8. 7) "Semi -rigid pilchbreaks including heels" Member end fixity model was used in the analysis and design of this truss 8) 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, 115 lb down and 106 lb up at 9-0-12, 111 lb down and 106 lb up at 11-D-0, and 115 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-D-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 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=l 25 Uniform Loads (plf) Printed copies of this document are Vert: 1-4=60, 4-6=60, 6-9=-60, 14-17=-20 o p Concentrated Loads (lb) not considered signed and sealed and Vert: 4=-142(F) 6= 142(F) 13=-327(F) 11=-41(F) 5=97(F) 10=-327(F) 20=-97(F) 23=-97(F) 24=41(F) 25=41(F) the signature must be verified on any electronic copies Q WARNING - VaNy dosign paramet and READ NOTES ON TMS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTektD 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 is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the kv 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 Information available from Truss Plate Institute, 218 N Lee Street. Suite 312, Alexandria, VA 22314. Tamps, FL 36610 Job Truss Truss Type oty Ply Park Sq Hms/Barcelona-A_C T11929878 P2392AC C4 HIP 1 Mid -Florida Lumber. Barlow. FL 7 640 s Aug 16 2017 MiTek Industries. Inc Mon Aug 28 11 23 56 2017 Page 1 ID ItIEI_2vgrkv4uEJUYC2jFzkFng-wlUkopOzuulJxZFCH5rTRSNBnKerl beMfzoAdmy)LZn 3-10-12 1 7-3-0 11-0.0 1 14-9-0 1 18-1-4 1 22-0-0 1-40 310-12 3.44 3.9-0 3-9-0 3-4-4 3-10-12 Scale c 1 40 7 4x10 MT18HS = 4x10 MT18HS = 1x4 II 4 19 5 20 6 4x10 MT18HS = 3.10 11 6x6 = 7x8 = file = 3.10 II 4x10 MT18HS = 3-10.12 7.3-0 11.2 0 14-9-0 1& 1-4 22-0-0 1 3-10.12 3.4-4 3-9-0 1 3-9-0 3.4-4 3-10.12 Plate Offsets (X Y)— 12 0-5-0 0-1-71 f4 0-6-8 0-1-121 16 0-6-8 0-1-121 18 0-5-0 0-1-71 111 0-2-0 0-4-81 112 0-4-0.0-4-81 13 0-2-0 0-4-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/deft Ud PLATES GRIP TCLL 200 Plate Grip DOL 1 25 TC 0.92 Vert(LL) -0.19 11-12 999 240 MT20 244/190 TCDL 100 Lumber DOL 1.25 BC 068 Vert(TL) -0.48 11-12 553 180 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr NO WB 0.72 Horz(TL) 0.12 8 n/a n/a BCDL 100 Code FBC2014rrP12007 Matrix-M) Weight: 274 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-1-4 oc purlins BOT CHORD 2x6 SP DSS BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing WEBS 2x4 SP No 3 REACTIONS. (lb/size) 8=7232/(0-3-8 + bearing block) (req 0-3-10), 2=5054/0-3-8 Max Horz 2=78(LC 7) Max Uplift 8=-1 823(LC 8), 2=-1361(LC 8) FORCES. (lb) - Max. Comp /Max Ten - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=10765/2850, 3-4=-10591/2834, 4-19=-10945/2886, 5-19=-10945/2886, 5-20=-10945/2886, 6-20=-10945/2886, 6-7=-11035/2849, 7-8=-13673/3470 BOT CHORD 2-14=-2506/9596, 14-21=-2506/9596, 13-21=2506/9596, 13-22=-2469/9564, 12-22=-2469/9564, 12-23=-2482/9983, 11-23=-2482/9983, 11-24=3067/12222, 24-25=-3067/12222, 10-25=-3067/12222, 10-26=-3067/12222. 9-26=-3067/12222, 8-9=-3067/12222 WEBS 3-13=-318/259, 4-13=-896/3179. 4-12=-435/2277, 6-12=-412/1407, 6-11=916/3783, 7-11=-2726/707.7-10=-516/2236 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 - 2 rows staggered at 0-5-0 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) 2x6 SP DSS bearing block 12" long at A 8 attached to each face with 3 rows of 1 Od (0 131 "xY) nails spaced 3" o.c. 12 Total fasteners per block Bearing is assumed to be SP DSS 4) Unbalanced roof live loads have been considered for this design 5) Wind. ASCE 7-10, Vult=140mph (3-second gust) Vasd=108mph, TCDL=4 2psf: BCDL=3 Opsf, h=25ft, 8=45ft, L=24ft, eave=4ft, Cat II, Exp B. Encl . GCpi=O 18, MWFRS (directional): Lumber DOL=1 60 plate grip DOL=1 60 6) Provide adequate drainage to prevent water ponding 7) All plates are MT20 plates unless otherwise indicated 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) ' 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 Printed copies of this document are10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1823 lb uplift at joint 8 and 1361 lb uplift at joint 2. not considered signed and sealed and 11) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss the signature must be verified on any electronic copies Continued on paqe 2 WARNING - Varlly dosipn parameI— and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 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 properly incorporate this design into the overall V , building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing k o .h.lsl isalways requiredforstabilityandtopreventcollapsewithpossiblepersonalinjuryandpropertydamageForgeneralguidanceregardingthe C 1 ilifi 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 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 HmsBarcelona-A_C T11929676 P2392AC CI HIP 1 2 all r.64 0 a Aug 16 2011 MITek Ineustnee. Inc Mon Aug 28 11:23'56 2017 Pape 2 ID IliEL2vgrkv4uEJUYC2jFzkFng-wlUkopOzuulJxZFCH5rTRSNBnKerlbeMfzoAdmyjLZn NOTES- 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 2176 lb down and 679 lb up at 7-0-12, 1171 lb down and 313 lb up at 9-0-12, 1187 lb down and 307 lb up at 11-0-12, 1187 lb down and 307 lb up at 13-0-12, 1187 lb down and 307 lb up at 15-0-0, 1187 lb down and 307 lb up at 16-11-4, and 1186 lb down and 307 lb up at 18-11-4, and 1186 lb down and 307 lb up at 20-11-4 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, 4-6=-60, 6-8=60, 2-8=20 Concentrated Loads (lb) Vert: 12=1187(B) 9=1186(B) 21=2176(B) 22=1171(B) 23=1187(B) 24 =1187(B) 25=1187(B) 26=1186(B) rr10WARNING - verify design parameter and READ NOTES ON TWS AND INCLUDED MITEK REFERENCE PAGE MIJ-7473 rev. iND3/2015 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 truss system. Before use, the buiding 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 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 ANSIRPII Quality Criteria. OSS49 and SCSI Building Component 69M 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 Hms/Barcelona-A_C T 11929879 P2392AC C5 HIP 1 1 eall Mid -Florida Lumber, Barlow, FL 7,640 s Aug 16 2017 MiTek Industries, Inc Mon Aug 28 11 23 57 2017 Page 1 ID ItiE)_2vgrkv4uEJUYC2jFzkFng-OU26091bfCQAYjgOrpMizfvVik3mmBMWudYk9CyjL2m 1.0.0 1 6-0-0 { 11-0-0 I 1fr0.0 22-0-0 2 1-0-0 6-0-0 sad SO-0 6.0-0 Style = 1 40 1 4x8 = 1x4 II 19 4 20 4x8 = 3x4 = 1.4 11 3x4 = 3x8 = 1.4 II 3x4 = LOADING (psf) SPACING- 2-0-0 TCLL 200 Plate Grip DOL 1.25 TCDL 10.0 Lumber DOL 1 25 BCLL 0.0 ' Rep Stress Incr YES BCDL 100 Code FBC2014ITP12007 CSI. DEFL. in (loc) Well L/d TC 0.33 Vert(LL) -0 06 9 >999 240 BC 0.38 Vert(TL) -016 9-11 >999 180 WB 018 Horz(TL) 005 6 n/a nla Matrix-M) LUMBER- BRACING - TOP CHORD 2x4 SP No 2 TOP CHORD BOT CHORD 2x4 SP No 2 BOT CHORD WEBS 2x4 SP No 3 REACTIONS. (lb/size) 2=94010-3-8, 6=940/0-3-8 Max Horz 2=-67(LC 10) Max Upllft2=-252(LC 12). 6=-252(LC 12) FORCES. ( lb) - Max. Comp /Max Ten - All forces 250 (to) or less except when shown. TOP CHORD 2-18=-1420/456, 3-18=-1339/475, 3-19=-1541/580, 4-19=1 541/580,4-20=-1541/580, 5- 20=-1541/580, 5-21=-13391476, 6-21 =-1 420/458 BOT CHORD 2- 11=-317/1196, 10-11=-316/1201, 9-10=316/1201, 8-9=-325/1201, 6-8=-326/1196 WEBS 3-9= 150/468, 4-9=-3361175. 5-9=-150/468 PLATES GRIP MT20 244/190 Weight 99 lb FT = 20 Structural wood sheathing directly applied or 4-6-0 oc purlins 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 11, Exp B; Encl , GCpi=O 18, 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 20-2-15 Interior(t) 20-2-15 to 23-0-0 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 a-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 252 lb uplift at joint 2 and 252 lb uplift at joint 6, 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies Q WARNING - Vmify dosign p— nn.1— and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rov 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 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 1701C isahays required for stability antltopreventcollapsewithpossiblepersonalinjuryantlpropertydamageForgeneralguidanceregardingthefabrication, storage, delivery, erection and bracing of trusses and truss systems. see ANSIrTPl1 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, Alexandria. VA 22314 Tampa, FL 36610 Job Truss Truss Type Oty Ply Park Sq Hms.0arcelons-A C T11B29680 P2392AC C6 HIP 1 1 all Mel-Flonds Lumber, Bartow, FL. 7 640 s Aug 16 2017 MTek Industries. Inc. Mon Aug 28 11 23 58 2017 Pape 1 ID:ItiEL2vgrkv4uEJUYC2lFzkFng-shcUDU2DOVY1 AtOaP Wux WISdA7HoVYRf7HHHhfyjLZJ 5-0-0 I 9-0-9 I 12-11-7 I 17-0-0 I 22.0-0 23-0-0 1.0.0 5-0-0 4-0-9 3-10-13 4-0.9 5-0-0 1.0.0 Scale - 1.40 1 4x8 = 1.4 II 3x4 = 4x8 = 4 17 16 5 19 6 4x4 = 2.4 II 7x8 = 3x5 = 2x4 II 3x6 = 5-0-o t1.0.9 I 1z-11a 17.0.0 1 zz-o-o Itancitei, a, a a.aa tan Plate Offsets (X.Y)— 12,D-2-8.Edgel. 13:0-5-12.0-2-01. 16:0-5-8.0-2-01. f7:0-3-0.0-1-51. 111:0-4-0.0-4-81 LOADING (psf) SPACING- 240-0 CSI. DEFL. in (loc) Ildefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.54 Vert(LL) 0.16 10-11 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.84 Vert(TL) 0.39 10-11 >685 180 BCLL 0.0 ' Rep Stress Ina NO WB 0.57 Horz(TL) 0.08 7 n/a n/a BCDL 100 Code FBC20141TP12007 Mefnx-M) Weight: 121 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-8-1 oc purlins. BOT CHORD 2x6 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied or 7-6-1 oc bracing. 7-11: 2x6 SP No.1 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1371/D-3-8, 7=1569/0-3-8 Max Horz 2=58(1-C 23) Max Uplift2=398(LC 8), 7=-476(LC 8) FORCES. (lb) - Max. Comp./Max Ten. - All forces 250 (lb) or less except when shown TOP CHORD 2-3=2591/712, 3-4=3498/1048, 4-17=3498/1048, 17-18=3498/1048, 5-18=-3498/1048, 5-19=3785/1136, 6-19=3785/1136, 6-7=3051/891 BOT CHORD 2-12=575/2266, 11-12=573/2275, 11-20=-1051/3785, 10-20=-1051/3785, 10-21=720/2702, 21-22--720/2702, 9-22=-720/2702, 7-9=714/2677 WEBS 3-11=-477/1505, 5-11=-373/223, 6-10=-398/1340, 6-9=101/427 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; 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 398 lb uplift at joint 2 and 476 lb uplift at joint 7. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 93 lb down and 77 lb up at 13-0-12, and 93 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 lb 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. 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: 1-3=60, 3-6=-60, 6-8=60. 2-7-20 Concentrated Loads (lb) Vert 5=-51(F) 10=26(F) 19=51(F) 20=-577(F) 21=26(F) 22=329(F) Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies 0 WARNING - V desl nVerityp Pia ekilp c a antl READ ROTES is base AND INCLUDED aOers REFERENCE PACE MII-dual rev. building component. 9EFORE USE. Design valkl for use Dory with MTekm connectors This design is based Dory upon parameters shown, and is for an individual building component not a truss system. Before use. the budding designer must verity the applicability of design parameters and property incorporate this design into the overall budding design. Bracing Indicated a to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 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, we ANSM11 Duality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety IMonlu6on available from Truss Plate Institute. 218 N. Lee Street Suite 312. Alexandria, VA 223114 Tampa, FL 36610 Job Truss Truss Type Oly Ply Park Sq Hms/Barcelona-A C T71929881 P2392AC C7 HIP 1 1 Mid -Florida Lumber, Barlow, FL 7 640 s Aug 16 2017 MiTek Industries, Inc Mon Aug 28 11 23 58 2017 Page 1 ID ItIEI_2vgrkv4uEJUYC2jFzkFng-shcUDU2DOVY1AtOaPWuxVASiU7LIVeVf7HHHhfyjLZl 1-0-0 { 4.9-4 9-0-0 130.0 1 16-5-0 0 4-9-4 4-2-12 4-0.0 3-5-0 4x4 = 14 4x8 = 7 3x5 = 3x8 = 3x4 = 1 5x4 I LOADING (psf) SPACING- 2-0-0 CSI. TCLL 200 Plate Grip DOL 1 25 TC 020 TCDL 100 Lumber DOL 1 25 BC 061 BCLL 00 ' Rep Stress Incr YES WB 019 BCDL 100 Code FBC2014/TP12007 Matrix-M) DEFL. in (loc) I/dell L/d PLATES GRIP Vert(LL) -0.11 9-12 >999 240 MT20 244/190 Vert(TL) -0 28 9-12 >697 180 Horz(TL) 002 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=725/0-3-8, 7=636/Mechanical Max Horz 2=121(LC 12) Max Uplift2=-190(LC 12), 7=-162(LC 12) FORCES. (lb) - Max Comp./Max Ten - All forces 250 (lb) or less except when shown TOP CHORD 2-13=-1003/408, 3-13=-955/422, 3-4=-710/304, 4-14=-578/316, 5-14=578/316, 5-6=470/227, 6-7=-599/292 BOT CHORD 2-9=438/854, 8-9=-152/374 WEBS 3-9=313/230, 5-9=-124/337, 5-8=-271/142, 6-8=197/486 Scale 3/8"=1' Weight 91 lb FT = 20 Structural wood sheathing directly applied or 5-9-1 oc purlins, except end verticals Rigid ceiling directly applied or 8-10-14 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., GCpi=O 18, MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Intenor(1) 2-0-0 to 9-0-0, Extenor(2) 9-0-0 to 13-0-0 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 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 190 lb uplift at joint 2 and 162 lb uplift at joint 7 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies Q WARNING - V« fy design Iii—fors and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rrry 1010312015 BEFORE USE Design valid for use only with MiTeM 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 propedy incorporate this design into the overall f building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanenl bracing ky1LT1R 4r1 is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the lU:f fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIfTPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd Safety Information available from Truss Plate Institule. 218 N Lee Street, Suite 312, Alexandria, VA 22314 Tampa, FL 36610 Job Truss Truss Type oty Ply Park Sq Hms/Barcelona-A C 1 T71929ee2 P2392AC Ce COMMON 4 1 all Mid-Flonda Lumber, Bartow, FL 7 610 s Aug 16 2017 MIT k Industries, Inc Mon Aug 28 11.23.59 2017 Pape 1 I D:IliEL2vgrkv4uEJUYC2jFzkFng-KtAsRg3rApgloOznzEPA249rgXhaE_VpMx 1 rE5yjLZk 59.4 I 11-0-0 I 16.5-0 i1-0.0 5-9-4 5.2-12 5-5.0 3 5x6 = 3x4 = 6 3x4 = 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20 0 Plate Grip DOL 1.25 TC 0.35 TCDL 10.0 Lumber DOL 1.25 BC 0.61 BCLL 0.0 ' Rep Stress Incr YES WB 0.58 BCDL 10.0 Code FBC2014/TPI2007 Matrix-M) DEFL. in (loc) Udell Ud PLATES GRIP Vert(LL) -0.11 6-7 >999 240 MT20 244/190 Vert(TL) -0.25 6-7 >767 180 Horz(TL) 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=726/0-3-8, 6=636/Mechanical Max Horz 2=121(LC 12) Max Uplift2=-192(LC 12), 6=160(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-11=983/297, 3-11=-920/311, 3-12=-756/263, 4-12=679/274 BOT CHORD 2-7=320/834, 7-15=135/412, 15.16=-135/412, 6-16=135/412 WEBS 3-7=327/203, 4-7=107/501, 4-6=-540/175 Scale - 1 37.2 Weight 83 lb FT = 20% Structural wood sheathing directly applied or 5-9-10 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. Vint=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, 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 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, with BCDL = 10.Opsf. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 192 lb uplift at joint 2 and 160 lb uplift at joint 6. 7) "Semkigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies 0 WARNING - Verify design panmefem and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7477 rev. 1010312015 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 and property incorporate this design into the overall building tlesign. Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing 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, we ANSVTPI1 Quality Criteria, DSB-09 and BCSI Building Component 6904 Parke Fast Blvd Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Aiemndna, VA 22314. Tampa, FL 36610 Job Truss Truss Type City Ply Park Sq Hms/Barcelona-A_C T71929881 P2392AC cJ JACK 4 b Reference Mid -Florida Lumber, Banow, FL 7 610 s Aug 16 2017 MiTek Industries. Inc Mon Aug 28 11 23 59 2017 Page 1 ID.ItiEj_2vgrkv4uEJUYC21FzkFng-KtAsRg3rApgtoOznzE PA24?ujXpgE7dpMx 1 rE5ylLZk i - 1-0.12 l a 1-0-12 a314 Scale = 1.14 0 15x4 II 4 a7.4 last-0 l a7-1 0.4-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 200 Plate Grip DOL 1 25 TC 0 17 Vert(LL) 0.00 5 >999 240 MT20 244/190 TCDL 100 Lumber DOL 1 25 BC 008 Vert(TL) 0.00 5 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0 01 3 n/a n/a BCDL 100 Code FBC2014rTP12007 Matrix-M) Weight 7 Ito FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins, except BOT CHORD 2x4 SP No 2 end verticals. WEBS 2x4 SP No 3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 5=160/0-4-0. 3=24/Mechanical, 4=-1/Mechanical Max Horz 5=69(LC 12) Max Uplrft5=-25(LC 8), 3=24(1_C 1). 4=45(LC 12) Max Grav 5=160(LC 1), 3=1O(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, VuK=140mph (3-second gust) Vasd=108mph; TCDL=4 2psf, BCDL=3 Opsf, h=15h; 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 8 MWFRS for reactions shown, Lumber DOL=1 60 plate grip DOL=1.60 2) This truss has been designed for a 10 0 psi bottom chord live load noncwncurrent 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 25 Ito uplift at joint 5, 24 Ito uplift at joint 3 and 45 lb uplift at joint 4 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies Q WARNING - V4vrfy d—lirt Paramafars and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 114II.7477 ray. 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 budding 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 buss web and/or chord members only Additional temporary and permanent bracing - is ahvays required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the labrication, storage. delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Cntena, DSB49 and BCSI Building Component 6904 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 Oty Ply Park Sq Hms/Barcelona-A C Ti P2392AC CJ1 JACK 22 1 crotionall MM-Florida Lumber, Barlow, FL. 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Aug 2E 11.24.00 2017 Pape 1 ID' ItiEL2vgrkv4uEJUYC2jFzkFngo3kFeA3Tx7okPAYzV1/xwPbIX41 xADzatyabm0mXyjL2j 1.0-0 1.0-0 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.07 TCDL 100 Lumber DOL 1.25 BC 0.01 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FBC20141TPI2007 Matrix-M) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=12/Mechanical, 2=124/0-3-8, 4=3/Mechanical Max Horz 2=42(LC 12) Max Uplift3=5(LC 9), 2=64(LC 12) Max Grav 3=13(LC 17), 2=124(LC 1), 4=12(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale - 1:7 1 2x4 = DEFL. In (loc) Vdefl L/d PLATES GRIP Ven(LL) -0.00 7 >999 240 MT20 244/190 Vert(TL) -0.00 7 >999 180 Horz(TL) -0.00 2 n/a n/a Weight. 5 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 140-0 oc purtins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind. ASCE 7-10; VuK=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) zone;C-C for members and forces S 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 5 lb uplift at joint 3 and 64 lb uplift at joint 2. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies D WARNING - Verifydesignonly with pararnalars and READ NOTES OR base AND INCLUDED Mters REFERENCE PAGE Mwidu J rw. building component, BEFORE USE. minnow Design valW for use only with Ml7ekm connectors. This design is based only upon parameters atxrwn, and u for an intlrvitlual bu9dinp component, not truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall bulltlmg design Bracing indicated is to prevent buckling of indrvrtlual truss web and/or chord members only Additional temporary and permanent bracing ' is always required for slebilay 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, DSB49 and BCSI Building Component 69D4 Parke Fast Blvd. Safety Information available from Truss Plata tnstdute, 219 N Lee Street, Suite 312. Alexandra. VA 22314. Tamps, FL 36610 Job Truss Truss Type oly Ply Park Sal Hms/Barcelona.A_C T71929886 P2392AC CJ3 JACK 17 1 Mid -Florida Lumber, Bartow, FL 7640 s Aug 16 2017 MiTek Industries. Inc Mon Aug 28 11 24 00 2017 Page 1 ID ItIEj_2vgrkv4uEJUYC2jFzkFngo3kFeA3Tx7okPAYzWxwPblX4vxARzatyabmOmXyILZj i - 1-0-0 I 3-0-0 1-0-0 3-0-0 Scale = 1 12 3 20 = 3-0.0 3-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 008 Vert(LL) -0.00 4-7 >999 240 MT20 244/190 TCDL 100 Lumber DOL 1.25 BC 006 Verl(TL) -0.01 4-7 >999 180 BCLL 00 ' Rep Stress Incr YES WB 000 Horz(TL) 000 2 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix-M) Weight. 11 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. (Ib/size) 3=65/Mechanical, 2=20110-3-8, 4=29/Mechanical Max Horz 2=74(LC 12) Max UpIft3=-34(LC 12), 2=-67(LC 12) Max Grav 3=65(LC 1), 2=201(LC 1), 4=46(LC 3) FORCES. (lb) - Max. Comp./Max. Ten - All forces 250 (lb) or less except when shown NOTES- 1) Wind ASCE 7-10; VuR=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 2-114 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 34 lb uplift at joint 3 and 67 lb uplift at joint 2 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING- Verify design Paramanrs and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7/73 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 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 jf1y 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/TPI1 Quality Criteria, DSB-a9 and BCSI Building Component 6901 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 HmslBarcelona-A_C TI1929656 P2392AC CJ3A JACK 1 1 Mid-Flonda Lumber, Bartow, FL 7 640 a Aug 16 2017 MTek Industries, Inc Mon Aug 26 11.24 00 2017 Pape 1 ID ItiEj_2vgrkv4uEJUYC2jFzkFngo3kFeA3Tx7okPAYzWxwPblX4pxAOzatyabmOmXyjLZj 3-G-0 3-0-0 Scale - 1:12 3 2x4 = 3-00 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.08 Vert(LL) -0.00 6 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.06 Vert(TL) -0.01 3-6 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 000 Horz(TL) 0.00 1 n/a n/a BCDL 100 Code FBC2014n-PI2007 Matrix-M) 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 1D-0.0 oc bracing. REACTIONS. (lb/size) 1=136/Mechanical, 2=67/Mechanical, 3=32/Mechanical Max Horz 1=49(LC 12) Max Uplift 1=21(LC 12), 2=35(LC 12) Max Grav 1=136(LC 1). 2=67(LC 1), 3=47(LC 3) FORCES. (lb) - Max Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; VuK=140mph (3-second gust) Vasd=108mph; TCDL=4 2psf, BCDL=3 Opsf; h=25ft; 8=45ft; L=24ft; eave=4ft, Cat II; Exp B; Encl.. GCpl=0.18; MWFRS (directional) and C-C Exterior(2) 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) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 21 lb uplift at joint 1 and 35 lb uplift at joint 2. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies 0 WARNING - Verify design parameters and READ NOTES ON TNIS AND INCLUDED WTEK REFERENCE PAGE Mll-7473 rev. 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 truss system. Before use. the building designer must venty the applicability of design parameters and properly Incorporate this design Into the overall budding design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only Additional temporary end permanent bracing Is always required for stability and to prevent collapse with possible personal Injury and property damage For general guidance regarding the fabricetron, storage, delivery, erectmn and bracing of trusses and truss systems, see ANSVTP11 Ouallty Criteria, OSB49 and BCSI Building Component 6904 Parke East Blvd Safety Information available from Truss Plate Institute, 21B N Lee Street, Suite 312. Alexandria. VA 22314. Tempe, FL 36610 Job Truss Truss Type Qly Ply Park Sq Hms/Barcelona-A_C T71929887 P2392AC CJ5 JACK 14 1 Job oa Mid -Florida Lumber, Barlow, FL 11-Oo 5-ao 2x4 = 7 640 s Aug 16 2017 MiTek Industries, Inc Mon Aug 28 11 24 01 2017 Page 1 ID ItlEj_2vgrkv4uEJUYC2jFzkFng-GGIdsW45iQwb1K794eReBV4D>LUoil75pFMIyjLZI Scale = 1 17 3 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft Ud PLATES GRIP TCLL 200 Plate Grip DOL 1 25 TC 025 Vert(LL) 002 4-7 >999 240 MT20 244/190 TCDL 100 Lumber DOL 1 25 BC 018 Vert(TL) -0 04 4-7 >999 180 BCLL 00 ' Rep Stress Incr YES WB 000 Horz(TL) 000 2 n/a n/a BCDL 100 Code FBC20141TPI2007 Matrix-M) Weight 18 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 2x4 SP No 2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing REACTIONS. (lb/size) 3=111/Mechanical, 2=298/0-3-8, 4=46/Mechanical Max Horz 2=108(LC 12) Max Uplift 3=-60(LC 12), 2=-82(LC 12) Max Grav 3=111(LC 1), 2=298(LC 1), 4=76(LC 3) FORCES. (Ib) - 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=45ft, L=24ft, eave=oft, Cat 11, Exp B, Encl., GCpi=O 18, MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Intenor(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 60 lb uplift at joint 3 and 82 lb uplift at joint 2 6) "Semi-rigrd pdchbreaks including heels" Member end fixity model was used in the analysis and design of this truss Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies Q WARNING - Verify dasryn p—tri.fars and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 raw 1010312015 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 building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the r'• fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII 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 Qty Ply Park Sq Hms/Barcelona-kC 1 T71929EE8 P2392AC D1 MONO HIP 2 1 all Mid- Flonds Lumber, Banow, FL. 7 640 s Aug 16 2017 MiTek Industries, Inc Mon Aug 28 1124 01 2017 Page 1 ID ItiEj_2vgrkv4uEJUYC2jFzkFng-GGIdsW45iQwb1 K794eReBV48KLPGird5pFWxlyjLZi I. 1-o-0l 7-4-14 F 14-3-4 I 16-5-0 1: 0 7+14 6-10-6 2-1-12 4x8 = 1 5x4 11 Scale = 1:45 8 8 3x4 = 1x4 II 3x4 = 3x4 = 7L14 7114 14- 3-4 6. 10-0 I 1&SA 2- 1-12 Plate Offsets (X.Y)— 14:0-5-4.0.2-01 LOADING ( psf) SPACING- 2-0-0 CSI. DEFL. in floc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.54 Vert(LL) -0 05 7-8 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.47 Vert(TL) -0.14 7-8 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.80 Horz(TL) 002 6 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix-M) Weight: 101 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-8-3 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid telling directly applied or 10-0-0 oc bracing REACTIONS. ( lb/size) 2=730/0-3-8, 6=631/Mechanical Max Horz 2=264(LC 12) Max Uplift2=-151(LC 12), 6=201(1_C 12) FORCES. ( lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-12=929/117, 3-12=763/140, 3-13=29112 BOT CHORD 2-8=334/755, 7-8=334/755 WEBS 3-8=0/295, 3-7=666/287, 4-7=-93/465, 4-6=650/309 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 Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 14-3-4. Exterior(2) 14-3-4 to 16- 3-4 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 151 lb uplift at joint 2 and 201 lb uplift at joint 6. 8) " Semkrigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies Q WARNING - Vrffy ciaslgn parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE MI1-7473 ray. 10103/2015 BEFORE USE. Design valid for use only with MITekS 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. Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing is ekvays 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 Fast 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 Hms/Bareelona-A_C T11929669 P2392AC D2 MONO HIP 2 1 Miti-Flonda Lumber, Barlow. FL 7 640 5 Aug 16 2017 MITek Indusines. Inc Mon Aug 25 11 24 02 2017 Page 1 ID ItiEj_2vgrkv4uEJUYC21FzkFng-kSs'3s5tTk2SfUIMeMytgtdLcimORL2F2vFVgQytLZh i-1-0-0 1 6-4.14 1 12-3-4 16-5-0 1.0-0 6-4-14 5.10-6 4-1-12 i 4x8 = 1 5.4 11 Scale = 139 9 6 3x4 = 1.4 I 3x4 = 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. TCLL 200 Plate Grip DOL 1.25 TC 038 TCDL 10.0 Lumber DOL 1 25 BC 037 BCLL 0.0 ' Rep Stress Incr YES WB 060 BCDL 100 Code FBC2014/TP12007 Matrix-M) DEFL. in floc) I/dell Ud PLATES GRIP Vert(LL) -0 03 7-8 >999 240 MT20 244/190 Ven(TL) -0 09 7-8 >999 180 Horz(TL) 002 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=726/0-3-8, 6=636/Mechanical Max Horz 2=231(LC 12) Max Uplrft2=-163(LC 12), 6=-189(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown TOP CHORD 2-12=-982/198. 3-12=-909/214, 3-13=-446/87, 4-13=-358/107 BOT CHORD 2-8=375/813, 7-8=-375/813, 6-7=-155/329 WEBS 3-7=560/253, 4-7=-86/412, 4-6=597/281 Weight 95 lb FT = 20% Structural wood sheathing directly applied or 5-9-14 oc purlins, except end verticals Rigid ceiling directly applied or 9-7-10 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=241t, eave=oft, Cat II, Exp B, Encl , GCpt=0.18, MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interlor(1) 2-0-0 to 12-3-4. Extenor(2) 12-3-4 to 16-3-4 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 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-D-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 163 lb uplift at joint 2 and 189 lb uplift at joint 6. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies Q WARNING - Vrify dasign paramal— and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rov 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 Uzi building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing k iidTYi cisalwaysrequiredforstabilityandtopreventcollapsewithpossiblepersonalinjuryandpropertydamageForgeneralguidanceregardingtheUrP fabrication, storage, delivery. erection and bracing of trusses and truss systems. see ANSWIP11 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. Alexandna, VA 22314 Tampa, FL 36610 Job Truss Truss Type City Ply Park Sq Hms/Barcelona-kC T71B29890 P2392AC 03 MONO HIP 2 1 Mid -Florida Lumber. Barter, FL. 7.640 a Aug 16 2017 Mi rek Industries. Inc Mon Aug 28 11.24.04 2017 Pape i ID ItiEj_2vgrkv4uEJUYC21FzkFng-hrzlUY7_?LlAuoskln_LlBifgYSRvCdYVDkbvlyjLZf 1-10 I 5-4.14 10.3.4 I 16-5-0 1-D.0 5-4-14 4.1 D-6 B-1-12 3 4X8 = 2.4 11 e 3x4 = 1x4 II 3x4 = 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TIC 0.47 TCDL 10.0 Lumber DOL 1.25 BC 0.37 BCLL 0.0 ' Rep Stress Incr YES WB 0.72 BCDL 10.0 Code FBC2014rrP12007 Matnx-M) DEFL. in (loc) I/defl Lid PLATES GRIP Vert(LL) -004 6-7 >999 240 MT20 244/190 Vert( TL) -010 6-7 >999 180 Horz(TL) 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=723/0-3-8.6=639/Mechanical Max Horz 2=198(LC 12) Max Uplift 2=1 73(LC 12), 6=-190(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown TOP CHORD 2-12=1026/267, 3-12=963/280, 3-13=609/172, 4-13=542/188 BOT CHORD 2-8= 407/861, 7-8=-407/861, 6-7=221/493 WEBS 3- 7=430/215, 4-7=65/393, 4-6=627/282 Scale - 1: 35.0 Weight: 90 lb FT = 20% Structural wood sheathing directly applied or 5-8-9 oc purtins, except end verticals. Rigid ceiling directly applied or 9-3-2 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vutt=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=O 18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-D-0, Intenor(1) 2-0-0 to 10-3-4, Exterior(2) 10-3-4 to 14-6- 3 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 173 Ill, uplift at joint 2 and 190 lb uplift at joint 6. 8) "Semi - rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies Q WARNING - Verity design parameters and READ NOTES ON TN1S AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 10N312015 BEFORE USE. Design valid for use only with MITek40 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 permanerll bracing 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, sea ANSVTP11 Quality Criteria, DSB49 and SCSI Building Component 6904 Parke Fast Blvd. Safety Information available from Trust Plate Institute, 218 N. Lee Street, Suite 312. Alexandre. VA 22314. Tampa, FL 36610 Job Truss Truss Type aly Ply Park Sq Hms/Barcelona-A C T11929691 P2392AC 04 MONO HIP 1 1 Mid -Florida Lumber, Ban—, FL 7 1340 s Aug 16 2017 MiTek Industries, Inc Mon Aug 28 11 24 05 2017 Page 1 ID IliE)_2vgrkv4u EJUYC2jFzkFng-91 X8hu7cmfQ1 WxRwJUWbI LEtvyksekehktU9RIyILZe 1-0-0 4-4-14 I 8-3-4 12-4-2 i 16-5-0 1-0-0 4-4-14 3-10.6 4-0.14 4-414 4x4 = 3x4 = 13 5 14 Scale = 1 30 2 1 5.4 11 3x4 = 3x8 = 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. TCLL 200 Plate Grip DOL 1 25 TC 032 TCDL 100 Lumber DOL 1 25 BC 062 BCLL 00 ' Rep Stress Incr YES WB 041 BCDL 100 Code FBC2014(TPI2007 Matrix-M) DEFL. in (loc) I/deft L/d PLATES GRIP Vert(LL) -0 09 7-8 >999 240 MT20 244/190 Vert(TL) -0 24 7-8 >818 180 Horz(TL) 002 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. (Ib/size) 2=723/D-3-8, 7=639/Mechanical Max Horz 2=164(LC 12) Max Uplift 2=-181(LC 12), 7=-208(LC 9) FORCES. (lb) - Max Comp /Max Ten - All forces 250 (lb) or less except when shown TOP CHORD 2-12=-1039/350, 3-12=-994/362, 3-4=-776/254, 4-13=-644/267, 5-13=644/267 BOT CHORD 2-8=455/889, 7-8=-203/457 WEBS 3-8=280/211. 5-8=-94/298, 5-7=646/296 Weight 86 lb FT = 20 Structural wood sheathing directly applied or 5-8-7 oc purlins, except end verticals Rigid ceiling directly applied or 8-8-11 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 8-3-4, Extenor(2) 8-3-4 to 12-4-2 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 181 lb uplift at joint 2 and 208 lb uplift at joint 7 8) "Semi -rigid pftchbreaks including heels" Member end fixity model was used in the analysis and design of this truss Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies Q WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE 11,1II-7473 rev 10/03/2015 BEFORE USE 1 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 7buildingdesignBracingindicatedistopreventbucklingofindividualtrussweband/or chord members only Additional temporary and permanent bracing kilY7 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 ANSIrTP11 Quality Cntena, DSB-89 and BCSI Building Component 6904 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 Dty Ply Park Sq Hms/Barcelone-A_C T11D2D6D2 P2392AC DS COMMON 3 1 Lumber, Bartow, FL. 7 e40 s Aug 16 2017 MiTek Industries, Inc Mon Aug 2a 11:24,05 2017 Page 1 ID ItiEL2vgrkv4uEJUYC2jFzkFng-91X8hu7cmf01 WxRwJUWbILEuoykTeoThktU9RIyjLZe 1-ao I 4.5-4 i 8.4.0 I 12.2-12 16-5.0 1-0-0 4-5.4 3.10.12 3-10-12 4-2.4 Scale = 1 30.8 4x4 = 3 3x4 = 3x8 = 3x4 = 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 FBC2014lrP12007 CSI. DEFL. in (loc) Udefl Lid TC 019 Vert(LL) -007 7-10 >999 240 BC 058 Vert(TL) -0.19 7-10 >999 180 WB 0 17 Horz(TL) 002 6 n/a n/a Matnx- M) LUMBER- BRACING - TOP CHORD 2x4 SP No 2 TOP CHORD BOT CHORD 2x4 SP No.2 BOT CHORD WEBS 2x4 SP No.3 REACTIONS. ( lb/size) 6=644/Mechanical, 2=729/0-3-8 Max Horz 2=88(LC 11) Max Uplift6=154(LC 12), 2=200(LC 12) FORCES. ( lb) - Max Camp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-14=1D46/363, 3-14=-999/376, 3-15=788/272, 4-15=-731/286, 4-16=-731/299, 5- 16=789/285, 5-17=962/385, 6.17=-1052/378 BOT CHORD 2-7=294/894, 6-7=284/903 WEBS 4-7 =124/445, 5-7=298/1181, 3-7=285/187 PLATES GRIP MT20 244/190 Weight 72 lb FT = 20% Structural wood sheathing directly applied or 5-7-8 oc purlins. 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; B=45ft; L=24ft, eave=oft, Cat. II; Exp B; Encl , GCpi=0.18; MWFRS (directlonal) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 8-4-0, Extenor(2) 84-0 to 11-4-0 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 154 lb uplift at joint 6 and 200 lb uplift at joint 2. 7) " Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. a Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies Q WARNING - Verify design paramsfan and READ NOTES ON THIS AND INCLUDED M1TEK REFERENCE PACE MII.7177 raw 10/0312015 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 buldmg design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing 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, OSB49 and SCSI Building Component 6904 Parke Fast Blvd m safetyInforationavailabie from Truss Plate Institute, 218 N Lee Street, Suite 312, Alexandna. VA 22314. Tampa, FL 36610 Job Truss Truss Type Oty Ply Park Sq Hms/Barcelona.A_C T11929893 P2392AC D6 COMMON 2 1 all Mid -Florida Lumber, Banow, FL 7 640 s Aug 16 2017 MiTek Industries, Inc Mon Aug 28 11 24 06 2017 Page 1 ID ItIEI_2vgrkv4uEJUYC2jFzkFng-dD5MD8EXzYu7507tC1grZn4wM58NFgrzWDtzByjLZd 1-a0 4-s4 8-4-0 i 12-2-12 i 1CrB-o 17 8-0 1-a0 4-5-4 3-10-12 3-1a 12 4-5-4 1-40 Scale = 1 30 9 4x4 3x4 = 3x8 = 3x4 = 4-0 16-8-0 a0 8-4-0 ' LOADING (psf) SPACING- 2-0-0 csI. TCLL 200 Plate Grip DOL 1 25 TC 017 TCDL 100 Lumber DOL 1.25 BC 0.55 BCLL 00 ' Rep Stress Incr YES WB 016 BCDL 100 Code FBC2014/TPI2007 Matrix-M) DEFL in (loc) I/deft Ud PLATES GRIP Vert(LL) -0 06 B-14 >999 240 MT20 244/190 Vert(TL) -0 17 B-14 >999 180 Horz(TL) 003 6 n/a n/a LUMBER- BRACING - TOP CHORD 2x4 SP No 2 TOP CHORD BOT CHORD 2x4 SP No 2 BOT CHORD WEBS 2x4 SP No.3 REACTIONS (lb/size) 2=727/0.3-8, 6=727/0-3-8 Max Horz 2=89(LC 11) Max Uplift 2=-201(LC 12), 6=-201(LC 12) FORCES. (lb) - Max Comp /Max Ten - All forces 250 (lb) or less except when shown TOP CHORD 2-15=-1039/354, 3-15=-993/366, 3-16=-782/274, 4-16=-724/288, 4-17=-724/288. 5-17=-782/274, 5-18=-993/366, 6-18=-1039/353 BOT CHORD 2-8=249/888, 6-8=-266/888 WEBS 4-8=113/426, 5-8=-285/186, 3-8=-285/186 Weight 75 lb FT = 20% Structural wood sheathing directly applied or 5-8-7 oc purlins 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 8-4-0. Exterior(2) 8-4-0 to 11-4-0 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 201 lb uplift at joint 2 and 201 lb uplift at joint 6. 6) "Semi -rigid pdchbreaks including heels" Member end fixity model was used in the analysis and design of this truss Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies Q WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II.7473 rev. 1010312015 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 properly incorporate this design into the overall 122 building design Bracing indicated is to prevent buckling of intlivitlual truss web and/or chord members only Additional temporary and permanent bracing k is atrays required red for stabilityand to prevent collapse with possible personal injury and propdamage For general guidance regarding the PATOIC fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIrTP11 Quality Cntena, 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 Qry Ply Park Sq Hms/Barcelona-A C T11929894 P2392AC D6A COMMON 1 1 Lumber, Bartow, FL. 7.640 s Aug 16 2017 MITek Industries. Inc, Mon Aug 28 11 ,24,07 2017 Pape 1 ID ItiEL2vgrkv4uEJUYC2jFzkFng-50fu6Z9sIGgliFaJRvY3NmKEHmQx6iz_BAzGWdyjLZc 1-0-0 I 4-5-4 i B-4.0 i 12-2.12 I 16-" 1-60 4-54 3-10-12 3.10-12 4.2-4 Scale = 1.30.8 4x4 3x1 = 3x8 = 3x4 = LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 LUMBER. TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2014/TPI2007 8-4-0 16.5-0 REACTIONS. (lb/size) 6=644/Mechanical, 2=729/0-3-8 Max Horz 2=88(LC 11) Max Uplift 6=154(LC 12), 2=200(LC 12) la CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TC 019 Vert(LL) -007 7-10 >999 240 MT20 244/190 BC 0.58 Vert(rL) -019 7-10 >999 180 WB 0. 17 Horz(TL) 0.02 6 n/a n/a Matrix-M) Weight 72 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-7-8 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. FORCES. (Ib) - Max. Comp./Max. Ten - All forces 250 (Ib) or less except when shown. TOP CHORD 2-14=1046/363, 3-14=999/376, 3-15=-788/272, 4-15=-731/286, 4-16=-731/299, 5-16= 789/285, 5-17=-962/385, 6-17=1052/378 BOT CHORD 2-7 =294/894, 6.7=284/903 WEBS 4- 7=124/445, 5-7=-298/181, 3-7=285/187 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=25tt; 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(1) 2-0-0 to 8-4-0, Exterior(2) B-4-0 to 11-4-0 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.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 154 lb uplift at joint 6 and 200 lb uplift at joint 2. 7) "Semi - rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies Q WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE Mll-7473 —. 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 e 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 endlor chord members only Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the is fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTP11 Ouality Criteria, DS849 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2118 N Lee Street, Suite 312, Alexandra, VA 22314. Tampa, FL 36610 Job Truss Truss Type city Ply Park Sq Hms/Barcelona-AC T 11929895 P2392AC D7 HIP 1 1 Mid -Florida Lumber, Banow, FL 7 6/0 s Aug 16 2017 MiTek Industries. Inc Mon Aug 28 11 24 08 2017 Page 1 ID IIIEj_2vgrkv4uEJUYC2jFzkFng-ZcDGKvAU3aocNP9V_c31w_sov9k_r8k7Qgip24y)LZb 0-0 I 3-9-4 7-0-0 I 9-8-0 I 12-10.12 16-8-0 1-0-o 3-9-4 3-2-12 2-8-0 3.2.12 3-9-4 1-0-0 Scale = 1 312 4x4 = 4x8 = 17 3x4 = 3x8 = 3x4 = 3x4 = 7-0-0 9.8-0 16-8-0 i 7-0-0 I 2-8-0 7-0-0 Plate Offsets (X Y)— 12,0-1-0 Edgel 15 0-5-4.0.2-01 (7 0-1-0.Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1 25 TC 0.27 Vert(LL) -0.06 9-10 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1 25 BC 065 Vert(TL) -0.17 9-16 >999 180 BCLL 00 ' Rep Stress Incr NO WB 0.20 Horz(TL) 006 7 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix-M) Weight 82 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No 2 TOP CHORD Structural wood sheathing directly applied or 3-10-1 oc purlins BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 8-0-12 oc bracing. WEBS 2x4 SP No 3 REACTIONS. (lb/size) 2=1265/0-3-8, 7=1265/0.3-8 Max Horz 2=-77(LC 6) Max Uplift 2=-386(LC 8), 7=-387(LC 8) FORCES. (to) - Max Comp /Max Ten - All forces 250 (to) or less except when shown. TOP CHORD 2-3=2211/683, 34=2015/635, 4-17=-1792/594, 5-17=-1792/594, 5-6=-2013/635, 6-7=2209/683 BOT CHORD 2-10=-540/1929, 10-18=-451/1789, 9-18=451/1789, 7-9=540/1927 WEBS 4-10=-80/528, 5-9=-80/526 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=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 bearing plate capable of withstanding 386 lb uplrft at joint 2 and 387 lb uplift at joint 7 7) "Semi -rigid pdchbreaks including heels" Member end fixity model was used in the analysis and design of this truss 8) 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 115 lb down and 106 lb up at 8-4-0, and 189 Ito down and 204 lb up at 9-8-0 on top chord, and 327 lb down and 97 lb up at 7-0-0, and 66 lb down at 8-4-0. and 327 lb down and 97 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 Inuease=1.25 Undone Loads (plf) Vert 1-4=60, 4-5=-60, 5-8=-60, 11-14=-20 Concentrated Loads (lb) Vert: 4=-142(F) 5=-142(F) 10=-327(F) 9=-327(F) 17=-97(F) 18=-41(F) Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies Q WARNING - Vwify dmgn paramele,rs and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,111.7473 ray. 1010312015 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 budding 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 and/or chord members only. Additional temporary and permanent bracing rTk 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 ANSIrrPI1 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, Alexandra, VA 22314 Tampa, FL 36610 Job Truss Truss Type Dty Ply A[P8rkSqfeHrms' B8rce'ona-A_C T71929ES36 P2392AC E7 HIP 1 1enceJot, (optional) Mie-FIaWa Lumber, Banow, FL. 7 WO s Aug 16 2017 MTek Industrroa, Inc Mon Aug 26 11.24 09 2017 Pape 1 ID IhEL2vgrkv4uEJUYC2jFzkFng-toneXFA6quxT ZkiYKaXSBPe ZAzadzHfUSMaWyjLZa 1-D-0 5-0-0 6.0.0 I 11-0-0 1-0.0 5-0-0 1-0-0 5.0-0 Scale - 1.20 4 4x4 = 4x4 = 3x4 = 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 FBC2014/TPI2007 LUMBER. TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 5=626/Mechanical, 2=688/0.3-8 Max Horz 2=57(LC 7) Max Uplift5=161(LC 8), 2=205(LC 8) 1x4 n 1x4 n 3x4 = 1-0-0 5-0-0 CSI. DEFL. in loc) Vdefl L/d PLATES GRIP TC 0.25 Vert(LL) -0.02 6-10 >999 240 MT20 244/190 BC 0.29 Vert(TL) -0.05 6-10 >999 180 WB 0.07 Horz(TL) 0.02 5 n/a n/a Matrix-M) Weight: 43 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 548-15 oc purtins. 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=948/249, 3-4=-795/248, 4-5=948/249 BOT CHORD 2-7=172/788, 6-7=170r795, 5-6=172f788 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10, VuR=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) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 161 lb uplift at joint 5 and 205 lb uplift at joint 2. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 170 lb down and 179 lb up at 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. The design/selection of such 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). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=60, 34=-60, 4-5=60, 8-11=20 Concentrated Loads (lb) Vert: 3=123(F) 4=123(F) 7=64(F) 6=-64(F) Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies Q WARNING - Verity design parameters and READ NOTES ON TNIS AND INCLUDED r10TEK REFERENCE PAGE 11,111.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MTek® connectors This design is based only upon parameters shown, and is for on mdmdual budding 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 budding design Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permenerll bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 0 fabnczd on, storage, delivery, erection and bracing of trusses and truss systems, see ANSM11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd Safety Information available from Truss Plate Institute. 218 N Lee Street, Suite M2, Mexandna, VA 22314 Tamps, FL 36610 Job Truss Truss Type Oty Ply Park Sq Hms/Barcelona-A_C T71929897 P2392AC F1 ROOFTRUSS 3 1 QU mio-rioriba Lumber, harrow, It. 0-1-8 H 1 1-3-00 1-11-12 3x3 = 3x3 =3x6 FP = 4x8 = 2 3 4 5 ID ItiEj_2vgrkv4uEJUYC2jFzkFng-zBuPyxCNMVBBEsu4glc?YcUn9Ni32P0a6oxTfOyjLZY 1 2-0-0 I 3x4 = 3x4 = 1.3 3x3 = 3x3 = 3x3 6 7 8 9 10 11 Scale = 1 41 1 4x6 = 12 27 26 25 24 23 22 21 20 19 1E 17 16 15 14 13 1x3 II 3.3 = 1.3 II 1x3 11 3x3 = 3.3 II 4x5 = 3x4 = 3x4 = 1x3 II 3x3 = 3x3 = 4x5 = 3x3 II 3x6 FP = i 7.7-4 1 1 Lo-8 115.11-17 2; 11-12 7.7.4 7-5.4 0-11-4 B-0.0 i Plate Offsets (X Y)- f 19 0-1-8Edoel LOADING ( psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 400 Plate Grip DOL 1.00 TC 078 Vert(LL) -0 20 17-18 >956 360 MT20 2441190 TCDL 100 Lumber DOL 1.00 BC 095 Vert(TL) -0 31 17-18 >622 240 BCLL 0.0 Rep Stress Incr YES WB 0.59 Horz(TL) 004 13 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) LUMBER- BRACING - TOP CHORD 2x4 SP No 2(flat) TOP CHORD BOT CHORD 2x4 SP No 2(flat) 'Except' 16- 27 2x4 SP No.10(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 27-28=-365/0, 28-29=-365/0, 1-29=-365/0, 12-13=-847/0, 1-2=-273/30, 2-3=493/174, 34= 128/461, 4-5=-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=012660, 16-17=0/2466, 15-16=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=0/742, 9-17=289/171, 8-19=303/0, 5-22=-1432/0 Weight 123 lb FT = 20e/ 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 bearing plate capable of withstanding 1 lb uplift at joint 27. 3) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss 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 Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING - Vitrify design paramorors and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II.7473 rev 1010312015 BEFORE USE Design valid for use only with MiTeM connectors This design m 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 Braung Indicated is to prevent buckling of Individual truss web and/or chord members only Addlional temporary and permanent bracing is always required for stability and to preventcollapsewithpossiblepersonalinjuryandpropertydamageForgeneralguidanceregardingthefabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIfTPl1 Quality Cntena, DSB-89 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 pry Ply Pant Sit Hms/Bamelona-A_C T7192DD9D P2392AC F2 ROOFTRUSS 5 1 0-1-8 H I 1-3-0 I 1-11.12 I 1x3 II 1x3 = 1x3 = 3x3 = 1x3 II 1 2 3 9 B 1x3 II 3x3 = 4x8 = 4 5 306 I WU a AUg le All I MI I eK meustnes, me Mon Aug Za 11.24:13 2a17 Page 1 ID ItiEL2vgrkv4uEJUYC2jFzkFng-wZO9NdEdt6RuTA2TnAfrdla9bANOWKBta60ajHy/LZW Scale = 1.39 8 3x3 = 3x4 = 34 = 1x3 11 3x8 FP = 3x3 = 3x3 = 06 = 7 8 9 10 11 12 13 14 3x3 = 3x3 = 3x3 = 3x8 = 4x6 = 3x8 FP = 3x4 = 34 = 1x3 II 3x3 = 3x3 = 4x4 = 3x3 II LOADING (psl) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.65 Vert(LL) 0.15 18-19 999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.98 Vert(TL) 0.23 18-19 801 240 BCLL 00 Rep Stress Inu YES WB 0.57 Horz(TL) 0.04 15 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) LUMBER- BRACING - TOP CHORD Zx4 SP No.2(Oat) TOP CHORD BOT CHORD 2x4 SP No.2(flat) 'Except' 15.22: 2x4 SP No.21)(flat) BOT CHORD WEBS 2x4 SP No.3(flat) REACTIONS. (lb/size) 15=795/0-3-8, 24=1438/0-8-0, 27=288/D-8-0 Max Grav 15=807(LC 7), 24=1438(LC 1), 27=364(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 14-15=802/0, 2-3=469/163, 3-4=469/163, 4-5= 469/163, 5-30=0/812, 6-30=0/812, 6-7=336/1, 7-8=1577/0, 8-9=2392/0, 9-10=2392/0, 10-11=2373/0, 11-12=2373/0, 12-13=1889/0, 13-14=790/0 BOT CHORD 26-27=25/321, 25-26=163/469, 24-25=-448/163, 23-24=812/0, 22-23=0/1099. 21-22=0/1099, 20-21=0/2059, 19-20=0/2392, 18-19=0/2392, 17-18=0/2272, 16-17=0/1486 WEBS 6-24=-1034/0, 2-27=-436/34, 5-24=634/0. 5.25=0/627, 4-25=-335/0, 14-16=0/1052, 6-23=0/1 199,13-16=967/0, 7-23=-1089/0, 13-17=0/560, 7-21=0/695, 12-17=533/0, B-21=-705/0, 8-20=0/620 17 Weight: 121 lb FT = 20%F, 11 %E Structural wood sheathing directly applied or 6-" 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) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 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. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies i .ice D WARNING - Vorlroonly with Miremafen and READ NOTES is based AND INCLUDED Mters REFERENCE PACE Mividu l rev. budding component. BEFORE USE. Design valid for use ony wnh MITek® eonnectors This design is Dasetl only upon parameters shown, and is for an individual buJding wmponent. not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall budding design Bracing indicated is to prevent buckling of Individual truss web and/or chord members only Additional temporary and permanent bracingonisalwaysrequiredforstabilityandtopreventcollapsewithpossiblepersonalInjuryantlpropertydamageForgeneralguidanceregardingthe fabrication, storage, delivery, erection and bracing of trusses and truss systems, $ee ANSUTPII Quality Crtterla, OSB-89 and SCSI Building Component 6904 Parke Fast Blvd Safety Information available from Truss Plate Institute, 218 N Lee Street, Suite 312, Alexandra. VA 22314. Tampa, FL 36610 Job Truss Truss Type oty Ply Park Sq Hms/Barcelona-A C T11929E99 P2392AC F3 GABLE 1 1 mitt-rroriaa a_umoer, eanow, rL 0-hB nuy nuy cu r.yo 10 ItIEI_2vgrkv7UZUYC2jFzkFng-OmaXazE Fe0ZI5KdfLtAi9F6T4ayP Ft90om97 FIyjLZV Scale = 1 38 8 4-11-4 1 3x3 II 3x8 FP = 3x3 II 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 43I V YY., y. V y. Y .. y. . .r 1.. . , y l' V Yl'y.. l• 42 41 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 3x3 II 3x8 FP= 3x3 II 00 10.E-0 12.6-0 1J-0 2d-0 4-0-0-71J 6d-0 E-0-0 9J-0 IOJ-0 t1-SJ 12-2d 13-6E a-10.E 162d 17-8d 16-70d 20.2-0 21-6-E 22-10.E 1J-0 1J-0 1J-0 0.11J IJ-0 1J-0 1J-0 1-Od 0. 0-9J 1-0-0 IJ-0 1J-0 1J-0 IJ-0 IJ-0 1J-0 1J-0 0-4-12 0-94 0-3-8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 009 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 100 Lumber DOL 100 BC 001 Vert(TL) n/a n/a 999 BCLL 00 Rep Stress Incr NO WB 0.14 Horz(TL) 0.00 22 n/a n/a BCDL 50 Code FBC2014/TP12007 (Matrix) Weight 104 Ito 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 Of: purlins, except BOT CHORD 2x4 SP No 2(flat) 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 Ib or less at joint(s) 42, 22, 31, 23, 24, 25, 26, 27, 28, 29, 30, 41, 40, 39, 37, 36, 34. 33, 32 except 38=1255(LC 1) FORCES. (lb) - Max. Comp /Max Ten. - All forces 250 (lb) or less except when shown WEBS 5-38=-1251/0 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) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss 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 7) 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 (pit) Vert 22-42=-10, 1-21=-100 Concentrated Loads (lb) Vert 5=-1265 Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies Q WARNING - Verily design paramarors and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,1II-7473 row, 1010312015 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 - is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the - NW labrication, storage, delivery. erection and bracing of trusses and truss systems. see ANSIrrPl1 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. Alexandra. VA 22314 Tampa, FL 36610 Job Truss Truss Type Oty Ply Park Sq Hms/Barcelona-A C T7192f1o00 P2392AC F4 ROOF TRUSS 2 1 0-1-6 H 1 1 Scale = 1 37.4 04 = 2 nug .0 cv. r - a.."u-1 , mu. m nuu m . "'r • zur f "age I I D.III EL2vgrkv4uE J UY C2jFzkFng-OmaXazE FeOZ15Kdfi.tAl9F6Hoam bFj FOom97F1Y1 LZV I 22 3x8 = 3x8 = 4x4 = 1x3 11 3x3 = 3x3 = 3x8 FP = 4x4 = 3 4 5 6 7 e 9 10 2x4 11 54 = 3x8 FP = 4x4 = 1x3 II 3x4 = 3x4 = 10 II 3x3 = 3x4 = 1x3 11 4x4 = 5x6 = 3x3 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.88 Vert(LL) 0.45 18 579 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 077 Vert(TL) 0.70 18 372 240 BCLL 0.0 Rep Stress Inca YES WB 0.77 Horz(TL) 0.10 12 nla n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat)'Except* TOP CHORD 1-8 2x4 SP No. 1D(Ilat) BOT CHORD 2x4 SP No.2(ffat) *Except* BOT CHORD 12-23 2x4 SP DSS(flat) WEBS 2x4 SP No.3(flat) REACTIONS. (lb/size) 25=1186/0-8-0, 12=1186/0-3-8 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 25-26=1180/0, 26-27=1180/0, 1-27=1180/0, 11-12=1179/0, 1-2=1169/0, 2-3=3056/0, 3-4=-4375/0, 4-5=5229/0, 5-6=5229/0, 6-7=5104/0, 7-8=-4419/0, 8-9=4419/0, 9-10=-3092/0, 10-11=1221/0 BOT CHORD 23-24=0/2260, 22-23=0/2260, 21-22=0/3870, 20-21=013870. 19-20=0/4871, 18-19=0/5229, 17-18=0/5229, 16.17=0/4909, 15-16=0/3891, 14-15=0/3891, 13-14=0/2310 WEBS 11-13=0/1626, 1-24=0/1588, 10.13=1514/0. 2-24=1517/0, 10-14=0/1087, 2-22=0/1107, 9-14=1086/0, 3-22=1107/0, 9-16=0/718, 3-20=0/687, 7-16=681/0, 4-20=690/0, 7-17=0/475, 4-19=-46/847, 6-17=576/232, 5-19=363/0 1T 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) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 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. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies Q WARNING - Varffy design paramoters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE efll-7473 raw. 10/0312015 BEFORE USE. a 1 Design valid for use only with MiTek® connectors, This design m based only upon parameters shown, and is for an individual building component, not e true system. Before use, the building designer must verity the applicability of design parameters end property incorporate this design into the overall building design Braung indicated is to prevent buckling of lndiNdual truss web and/or chord members only Addntorlal temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fa bftcatlon, storage, delivery, erection and bracing of trusses and truss systems, See ANSUTPII Quality Criteria, DSB-09 and SCSI Building Component 6904 Parke East Blvd Safety Intonnation available from Truss Plate Institute, 218 N Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Dty Ply Perk Sq Hms/Barcelona-A C T11929D01 P2392AC F5 ROOFTRUSS 5 1 fr mq•riorga Lumoer, rsanow, IL 1-3-0 4x4 = 2 34 = 3 uy , n nuy < .yc ID ItIEj_2v4;,ZEJUYC21FzkFng•syBvolFlPkhclUCrvbhxISIST_8_B991ovhoAyILZU I 1-10-0 i 30 = 3x4 = 1x3 II 1x3 II 3x3 = 3x8 FP = 4 5 6 7 8 9 Scale = 1 36 5 1x3 II 4x4 = 4x6 = 1x3 = 10 11 12 25 0v 23 22 21 20 19 18 17 16 15 14 13 3.3 II 4x6 = 3x8 FP= 3x3 = 3x4 = 3x3 = 3x3 = 4x4 = 44 = 3x8 = 4x4 = I i 17-4-0 I 190. I 214-0 I2Z. 20.0 5-10.0 2--6100. 0 2-6-0 2- 1600 01-10 Plate Offsets (X Y)- 11-Edge 0-1-81 118 0-1-8 Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) I/dell L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1 00 TC 089 Vert(LL) 0 42 16-17 >596 360 MT20 244/190 TCDL 100 Lumber DOL 1.00 BC 0.63 Vert(TL) 0 66 16-17 >381 240 BCLL 00 Rep Stress Incr YES WB 073 Horz(TL) 010 13 n/a n/a BCDL 50 Code FBC2014rrPI2007 Matrix) Weight 109 lb FT = 20%F, 11%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) *Except* TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purllns, except 1-8: 2x4 SP No.t(flat) end verticals. BOT CHORD 2x4 SP No 2(flat) *Except* BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing 13-21: 2x4 SP OSS(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 23-24=-1148/0, 1-24=-114710, 1-2=-1191/0, 2-3=3014/0, 3-4=4220/0, 4-5=-4999/0, 5-6=4999/0, 6-7=-4999/0, 7-8=4640/0, 8-9=4640/0. 9-10=-3690/0, 10-11=-2177/0 BOT CHORD 21-22=0/2249, 20-2 1 =0/2249, 19-20=0/3748, 18-19=0/4685, 17-18=0/4999, 16-17=0/4938, 15-16=0/4295, 14-15=0/3066, 13-14=0/1257 WEBS 11-13=-1671/0, 1-22=0/1539, 11-14=0/1279, 2-22=-1471/0, 10-14=-1237/0, 2-20=0/1064. 10-15=01867, 3-20=1021/0, 9-15=-842/0, 3-19=0/656, 9-16=0/479, 4-19=-647/0, 7-16=456/0, 4-18=-66/766, 7-17=-295/536, 5-18=-351/0, 6-17=-256/75 NOTES- 1) Unbalanced floor live loads have been considered for this design 2) "Semi -rigid pnchbreaks including heels" Member end fixity model was used In the analysis and design of this truss 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 Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies Q WARNING - Verify, design parameters and READ NOTES ON THIS AND INCLUDED MITER 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 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 endfor chord members only Additional temporary and permanent bracing is akvays required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the tri7 fabrication, storage, delivery. erection and bracing of trusses and truss systems, see ANSlrTPl1 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, Alexandra, VA 22314 Tampa, FL 36610 Job Truss Truss Type ply Ply Park Sit Hm5/Bareelona-A C T 1 19292 P2392AC FSA GABLE 1 1 3x3 I I 1 2 3 4 5 6 7 8 9 nuy , nuy rape ID ItlEL2vgrkv4uEJ W2lFzkFng-K81I4eGVA1pTKem2SICAEgCpt011wjpNJG4eEKcyjLZT Scale - 1: 36.5 M '11- is' ON173635 34 33 32 31 30 29 28 27 26 25 24 23 22 21 20 19 34 II 3xB FP = 3x3 11 1041-0 10-11-0 1-0 2-a-0 s-o-o i1-0 e-bo 9.1-8 0:H 122V L___ 14-a-o 16-0-0 17-0 L_ 20.0-0 21Ja To 1-0 1.1-8 0.2 7.81 0 1-0.6 1+0 1.1-0 1+0 1-s-0 1+0 1.1.0 1J-0 t1 a- 0 0.3-e LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40. 0 Plate Grip DOL 1.00 TC 0.08 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 10. 0 Lumber DOL 1 00 BC 0.01 Vert(TL) n/a n/a 999 BCLL 0. 0 Rep Stress Incr YES WB 0.03 HOr2(TL) 0.00 19 n/a Na BCDL 5. 0 Code FBC2014rrPI2007 (Matrix) Weight: 94 Ib 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 purtins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 1040-0 oc bracing. OTHERS 2x4 SP No.3(flat) REACTIONS. All bearings 21-4-0. lb) - Max Grev All reactions 250 Ib or less at joint(s) 36. 19. 27, 20. 21. 22. 23. 24. 25. 26. 35, 34. 33, 32, 31, 29,28 FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. 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) ••Semi rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 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. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies Q WARNING - Vanity daslgn pe-tara and READ NOTES ON T10S AND INCLUDED MITEK REFERENCE PAGE M11-7473 raw. 10A3/2015 BEFORE USE. r Design valid for use only with MTek® connectors. This design is based only upon parameters shown• and is for an individual building component. not truss system Before use, the budding 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 and/or chord members only Additional temporary and permanent bracing is always required for stabitay 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 ANSlrrPl1 Quality Criteria, DSB49 and BCSI Building Component 6904 Parke East Blvd. Safety Infornration available from Truss Plate Institute, 218 N Lee Street, Suite 312, Alexandria, VA 22314 Tamps. FL 36610 Job Truss Truss Type oly Ply Park Sq Hms/Barceiona-A C T 11929903 P2392AC F6G ROOFTRUSS 1 1 31) Mia-rionaa Lumber, eanow. 1-1- 0-1-8 HI -0 6x6 = 2 r wu sr 9iomtr rviiiexm—u—, in,viunng —ii-io wir rape' ID ItiEL2vgrkv4uEJUYC2jFzkFng-K8il?eGVA1pTKem2SICAEgChEOPUjbbJG4eEKcyjLZT 1-11-12 Scale = 1 33 4 4.6 11 5x6 I I 4.6 11 2x6 11 3.8 11 3x8 11 4x6 11 7x6 11 3.8 11 3 4 5 6 7 23 8 9 10 11 4.6 6x6 = 3.8 1 5x6 I 2x6 3x8 1 3x8 1 3.8 1 6x8 = 6x6 = 10 = 19-2-12 Plate Offsets (X Y)— 13 0-3-0 Edgel 15 0-3-0 Edgel. 16:0-30 Ed gel 19.0-3-O.Edgel [ 10 0-3-0 Edgel 117 0-3-0 Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdeff Ud PLATES GRIP TCLL 400 Plate Grip DOL 1 00 TC 0.63 Vert(LL) 0.31 15-16 745 360 MT20 244/190 TCDL 10.0 Lumber DOL 1 00 BC 093 Vert(TL) 0 48 15-16 476 240 BCLL 00 Rep Stress Incr NO WB 091 Horz(TL) 007 12 n/a n/a BCDL 5.0 Code FBC2014rrP12007 (Matrix) LUMBER- BRACING - TOP CHORD 2x4 SP No 2(flat) TOP CHORD BOT CHORD 2x4 SP No.1(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, 34=-3761/0, 4-5=-5278/0, 5-6=6147/0, 6-7=-6147/0, 7-23=6398/0, 8-23=-6398/0, 8-9=-5251/0, 9-10=-3782/0 BOT CHORD 20-21 =0/1 520, 19-20=0/3761. 18-19=0/4588, 17-18=0/6147, 16-17=016147, 15-16=0/6521, 14-15=0/6150, 13-14=0/5251, 12-13=0/2334 WEBS 10-12=-2972/0, 2-21=-1918/0, 1D-13=0/1915, 2-20=0/1456, 9-13=-1906/0, 9-14=0/711, 3-20=-1480/0, 3-19=on06, 8-14=-1165/0, 4-19=-1072/0, 8-15=0/396, 4-18=0/993, 7-15=-382177, 5-18=1344/0, 7-16=-837/363, 5-17=-62/432 Weight: 152 lb FT = 20%F, 11 %E Structural wood sheathing directly applied or 5-D-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) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss 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. Strong backs to be attached to walls at their outer ends or restrained by other means. 5) CAUTION, Do not erect truss backwards 6) 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 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 + Floor Live (balanced): Lumber Increase=1 00, Plate Increase=1.00 Uniform Loads (plf) Vert: 12-21=-10, 1-11=-100 Concentrated Loads (lb) Vert 10=357(F) 9=-357(F) 23=-357(F) Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies Q WARNING - Verrty design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 1010312015 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 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 kkS{{{'!!! U7isalwaysrequiredforstabilityandtopreventcollapsewithpossiblepersonalinjuryandpropertydamage. For general guidance regarding the OW fabrication, storage, delivery, 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 InsIdule, 218 N Lee Street, Suite 312. Alexandna. VA 22314 Tampa, FL 36610 Job Truss Truss Type Dty Ply Park Sq Hms/Barcalona-A_C T 1192990u P2392AC F7G ROOF TRUSS 1 1 0-1-8 H 1 1-3-0 i 2x6 I I 10 = 7x6 II 1 2 nuy o on nup co r r.. r r N r r raga r ID ItlEL2vgrkv4uEJUYC21FzkFngoLGgD_HBxLxKynLEO?1PrdktZolYS3LSUkOos2yjLZS Stile c 1:33A 44 II axe II 3x8 II 2x6 II 5.6 II 4x6 II 4x6 II 6x6 = 3x8 II 3 4 23 5 6 7 e 9 10 11 5x6 II 6x8 = 3x8 II 3x8 II 2x6 II 4x6 II 4x6 II 3.8 II 6x6 = 6x6 = lx3 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell L/d TCLL 40.0 Plate Grip DOL 1.00 TC 0.53 Vert(LL) 0.30 17 769 360 TCDL 10.0 Lumber DOL 1.00 BC 0.95 Vert(TL) 0.46 17 492 240 BCLL 00 Rep Stress Incr NO WB 0.88 Horz(TL) 0.07 12 n/a n/a BCDL 50 Code FBC2014rrP12007 Matrix) 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=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, 4-23=6426/0, 5-23=6426/0, 5-6=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=0/6667, 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 PLATES GRIP MT20 244/190 Weight: 152 lb FT = 20%F, 11%E Structural wood sheathing directly applied or 6-0.0 oc purllns, 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 ANSUTPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 3) "Semi -rigid ph&breaks including heels" Member end fixity model was used in the analysis and design of this truss 4) Recommend 2x6 strongbacks, on edge, spaced at 1D-" 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. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 239 lb down at 1-9-8, 239 Ile down at 3-9-8, and 239 Ile down at 5-9-8, and 239 lb down at 7-9-8 on top 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 + Floor Live (balanced): Lumber Increase=l.DO, Plate Increase=1.00 Uniform Loads (plf) Vert: 12-21=10, 1-11=100 Concentrated Loads (lb) Vert: 2=239(13) 3=-239(B) 5=239(B) 23=239(B) Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING - V designQairilyMiTek*rors and READ NOTES ON asS AND INCLUDED aATEK REFERENCE PAGE Mividual rail. building component. BEFORE USE. Design valid for use only with MlTelc[a connectors This design is based only upon parameters shown, and is for an mtlrvWual 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 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/TP11 Quality Criteria, OSB49 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 Hms/Barcelona-A_C T 11929905 P2392AC FB ROOFTRUSS 4 1 mm-rioriaa Lumoer, can—. IL 13 ol 0-1-8 H i 1-30 i nuy io nuy" ray' i ID ItiEI_2vgrkv4uEJUYC2jFzkFngoLGgD H8xLxKynLEO?jPntkveot6SCPSUkOos2yjLZS 1 1-11-0 I 1 Scale = 1 17 2 1x3 = 3x3 = 1x3 II 1x3 II 3x3 = 3x3 = 1 3x3 = 2 3 4 5 8 tx3 = 34 = 11 10 9 3x3 = 8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud TCLL 40.0 Plate Grip DOL 1.00 TC 039 Vert(LL) 0 05 8-9 999 360 TCDL 100 Lumber DOL 100 BC 040 Vert(TL) 0 07 10-11 999 240 BCLL 00 Rep Stress Incr YES WB 030 Horz(TL) 0.01 7 n/a n/a BCDL 50 Code FBC2014/TPI2007 Matrix) LUMBER- BRACING- 3x3 = PLATES GRIP MT20 244/190 Weight 54 lb 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, except BOT CHORD 2x4 SP No 2(flat) end verticals WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing REACTIONS. (lb/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 12-13=-535/0, 1-13=534/0, 7-14=-535/0, 6-14=-534/0, 1-2=-492/0, 2-3=-1089/0, 3-4=1089/0, 4-5=-1089/0, 5-6=492/0 BOT CHORD 10-11=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=01380 NOTES- 1) Unbalanced floor live loads have been considered for this design 2) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 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 Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING - Vanity design paramaters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 ray. 1010312015 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 building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing pisalwaysrequiredforstabilityandtopreventcollapsewithpossiblepersonalinjuryandpropertydamageForgeneralguidanceregardingthe - tic ratxication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIlTPI1 Quality criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd Sill 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 HmslBarcelona-A C T11929906 P2392AC F8A ROOF TRUSS 1 1 iall r, .,.,.,....,.,.,,,.... ...,.,....... r..v.y io rury co i rage i ID.ItiEL2vgrkv4uEJUYC2jFzkFng GXp20KHmd38axw0ajEeK5H2PBDSBgXy07LOUyjLZR 1 13-12 1-3-0 1-7-4 i Scale = 1 17 2 3x3 II 34 = 1x3 II 14 II 34 = 34 = 16 2 3 4 5 6 7 1X _ 3x8 = 1S4 1+0 1 1 3-012 e-6-0 1(VV. 0 2.1 1.4-a 5-7 4 1b0 0-1-a 3x3 11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.46 Vert(LL) 0.05 9-10 999 360 MT20 244/190 TCDL 100 Lumber DOL 1.00 BC 041 Vert(TL) 0.07 9-10 999 240 BCLL 0.0 Rep Stress Incir YES WB 0.24 Horz(TL) 0.01 8 n/a n/a BCDL 5.0 Code FBC2014rrPI2007 Matrix) Weight: 57 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, except BOT CHORD 2x4 SP No.2(Ilat) end verticals. WEBS 2x4 SP No.3(0at) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 12-13. REACTIONS. (lb/size) 8=439/0-4-0, 12=640/0-8-7 Max Grav 8=449(LC 4). 12=640(LC 1) FORCES. (lb) -Max Comp./Max Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 8-15=-450/0, 7-15=-450/0, 3-4=739/0, 4-5=739/0, 5-6=739/0, 6-7=399/O BOT CHORD 11-12=0/415, 10-11=0f739, 9-10=01716 WEBS 7-9= 0/511, 3-12=579/0, 6-9=-440/0, 3-11=0/490, 4-11=254/0 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) "Semkrigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 3) Recommend 2x6 strongbacks, on edge, spaced at 1D-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 Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies O WARNING - VarNy design paramutera and READ NOTES ON INS AND INCLUDED A9TEK REFERENCE PAGE 11111•7472 rev. 10,93/2015 BEFORE USE. r 1 Design valid for use only with MfTalkV 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 end 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 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 Oualtty Crtterls, DSB-89 and BCSI Building Component 6904 Parke East Blvd Safetyinformation available from Truss Plate Institute, 218 N Lee Street, Suite 312, Alexsndna, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qly Ply Park Sq Hms/Barcelona-A_C T71929907 P2392AC F9 ROOFTRUSS 4 1 311 miry nanoa uimuer, oall—. IL 1-3-0 1-4-8 vy , —1 lay. ID IttEI_2vgrkv4uEJUYC2lFzkFng-GXp20KHmif3BaxwQalEeKSHBeBlxBh6c107LOUy)LZR 1-58 i Scale = 1:17 1 1.3 II 1x3 II 3x8 = 1x3 II 1x3 II 3x8 = 1 3x8 = 2 3 4 5 6 7 i4 13 12 10 9 3x3 = 8 3x3 II 34 II 4- - 4 1- 4-4-8 0.1- 4-7-0 Plate Offsets (X Y)— f7 0-3-0 Edgel 3x3 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft Ud PLATES GRIP TCLL 400 Plate Grip DOL 1.00 TC 0.12 Vert(LL) 0 01 9 999 360 MT20 244/190 TCDL 10.0 Lumber DOL 100 BC 0 10 Vert(TL) 0 01 9 999 240 BCLL 00 Rep Stress Incr YES WB 014 Horz(TL) 000 8 n/a n/a BCDL 5.0 Code FBC2014rrP12007 Matrix) Weight 53 Ib 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, except BOT CHORD 2x4 SP No.2(flat) end verticals WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing REACTIONS. (Ib/size) 14=239/Mechanical, 8=243/Mechanical, 11=490/0-8-0 Max Grav 14=249(LC 10), 8=253(LC 7), 11=494(LC 9) FORCES. (Ib) - Max. Comp /Max Ten. - All forces 250 (Ib) or less except when shown WEBS 4-11=-476/0, 1-13=0/293, 4-12=0/279, 7-9=0/300, 4-10=0/285 NOTES- 1) Unbalanced floor live loads have been considered for this design 2) Refer to girder(s) for truss to truss connections 3) "Semi -rigid pdchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 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 Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING - V-Hy dasrgn pri—Iars and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II.7473 ray. 10/03/2015 BEFORE USE. 1 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 budding designer must verity the applicability of design parameters and property incorporate this design into the overall budding tlesign Bracing indicated is to prevent buckling of individual truss web antl/or chord members only Additional temporary antl permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the Mble fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIrTP11 Quality Critena, DSB-89 and BCSI Building Component 6904 Parke East Blvd Safety Information available from Truss Plate Institute, 218 N Lee Street. Suite 312, Alenridna, VA 22314 Tampa, FL 36610 Job Truss Truss Type pry Ply Park Sq Hnu/BarcelontA_C I T7192990iS P2392AC F9A GABLE 1 1 all bau 5 Aug 'b Zul / MI t ex InousOtes, inc Mon Aug Ze 11.24 19 2017 Page 1 ID.ItiEL2vgrkv4uE JUYC2j FzkFng-kjNOdglOTyB2B5VdBOmtslgJvbfbwA3ly2tuxxyjLZO scale = 1:13.1 21x3 II 314 II 4 110 11 5 1 x3 11 6 34 11 12 11 10 9 B 7 3x3 11 14 II 1.3 11 1x3 I I 14 11 3x3 I I 1.4-0 2-8-0 2.8.12 3-4.2 3bD 3.11-11 A.M. t.0 rilri-n LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud 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(TL) n/a - n/a 999 BCLL 00 Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 7 n/a n/a BCDL 5.0 Code FBC2014rrP12007 (Matrix) 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, except BOT CHORD 2x4 SP No.2(flat) 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 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) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 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. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies 0 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED AVTEK REFERENCE PAGE 11411.7473 rev. 10A73/2013 BEFORE USE. Design valid for use onty with MTekm connectors This design 15 based only upon parameters shown, and l7 for an individual building component. not a truss system Before use, the budding designer must verify the applicability of design parameters and property incorporate this design into the overall budding design Bracing indicated is to prevent buckling of individual buss web endior chord members only: Additional temporary and permanent bracing 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 and truss systems, see ANSVTP11 Quality Criteria, DSBd9 and SCSI Building Component 6904 Parke East Blvd Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alemridna, VA 22314 Tampa, FL 36610 Job Truss Truss Type oty Ply Park Sq HmsBarcelona-A C T71929909 P2392AC F10 GABLE 1 1 ah MId-Fion0a Lumber, tlarlm. YL 00 r wu s nuio rug m rage ID ItIEI_2vgrkv4uEJUYCg21FzkFng-zBuPyxCNMVBBEsu4glc?YcUypNwl2Y7a6oxTfOyILZY Scale = 1 13 7 11x3 II 21x3 II 3 1x3 II 4 1x3 II 5 1x3 II 6 1x3 II 7 3x3 II 1x3 = 1x3 = Li i?' },' }'> jYY }?`• >:-i:•i iji i:; ; ;i>' > }?j j^' ;' ` _'>>i` '? >: >) i iy:,i: i i :t)C :' ? i ? ?^•ik 14 13 12 11 10 9 8 1 x3 I I 1 x3 I I 1 x3 I I 1 x3 I I 10 I I 1x3 I I 3.3 I I LOADING ( psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 100 TC 010 VerT(LL) n/a n/a 999 MT20 2441190 TCDL 10.0 Lumber DOL 1 00 BC 0.01 Vert(TL) n/a n/a 999 BCLL 00 Rep Stress Incr NO WB 003 Horz(TL) 000 8 n/a n/a BCDL 5.0 Code FBC2014rTP12007 Matrix) 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 6-0-0 oc purlins, except BOT CHORD 2x4 SP No 2(flat) 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 7-2-8 lb) - Max Grav All reactions 250 Ito or less at joint(s) 14, 11. 9, 10, 13, 12 except 8=1323(LC 1) FORCES. ( lb) - Max Comp./Max. Ten. - All forces 250 (lb) or less except when shown TOP CHORD 7-8=-1317/0 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) " Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss 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 (ptr) Vert 8-14=-10, 1-7=-100 Concentrated Loads (lb) Vert 7=-1265 Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies Q WARNING - verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,171-7473 rev. 1010312015 BEFORE USE --- Design valid for use only with MiTekS 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 verity the applicability of design parameters and properly incorporate this design into the overall budding design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing is akvays required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the rabricat;on, storage. delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria. DSB-89 and BCSI Building Component 6904 Parke East Blvd Safety ;on, available from Truss Plale Institute, 21e N Lee Street, Suite 312, Alexandria. VA 22314 Tampa, FL 36610 Job Truss Truss Type oty Ply Park Sq Hms/Barcelona-A_C T71929910 P2392AC F17 ROOF TRUSS 6 1 r — a nug 10 zU1 r inn ex in tries. me mon nug ze 11.Z4.T1 zu1 r rage 1 I D:ItiEL2vgrkv4uEJUYC2jFzkFng-zBuPyxCNMVBBEsu4glc?YcUxkNtt2Xja6oxTfOyj LZY 0-1-8 H I 1-3o i Scale - 1:13.2 1 1x3 II 2 3x3 = 3 14 II 4 1x3 II 5 3x3 = e 3x3 II 3x3 = LOADING (psf) SPACING- 2 0 0 CSI. DEFL. in loc) Vdefl Ud TCLL 40.0 Plate Grip DOL 1.00 TC 0.17 Vert(LL) 0.02 7.8 999 360 TCDL 100 Lumber DOL 1.00 BC 0 19 Vert(TL) 0.03 7-8 999 240 BCLL 0.0 Rep Stress Incr YES WB 0.12 Horz(TL) 000 7 n/a n/a BCDL 5.0 Code FBC2014rTP12007 Matrix) LUMBER- BRACING - 3x8 = PLATES GRIP MT20 2441190 Weight: 39 lb FT = 20%F, 11 %E TOP CHORD 2x4 SP No 2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 7=364/Mechanical, 10=364/0-8-0 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown TOP CHORD 2-3=493/0, 3-4=493/0, 4-5=493/0 BOT CHORD 9-10=0/326, 8-9=0/493, 7-8=0/338 WEBS 5-7=450/0, 2-10=-443/0, 2-9=0/256 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Refer to girder(s) for truss to truss connections. 3) "Semi ngid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 sirongbacks, 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. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies Q WARNING - Vorlty design panmarers and READ NOTES ON TH/S AND INCLUDED M1TEK REFERENCE PAGE A01-7473 rev. f0iD3/I015 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 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 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, OSB-09 and SCSI Building Component 6904 Parke East Blvd Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suns 312. Nexandrra, VA 22314 Tampa, FL 36610 Job Truss Truss Type oty Ply Park Sq Hms/Barcelona-A_C T71929911 P2392AC F11G ROOFTRUSS 1 1 Job Reference foptionall 12 ID ItIE)_2vgrkv4uE3UYC2jF7.kFn9-SNSngHD-'7pJ1s0TH6S8E4g118n7jnvijLSglOryjLZX 0.1.8 H i 1-30 1 1x3 II 2 3x4 = 31x3 II 4 1x3 II 5 3x4 = 6 3x3 II 1x3 = 1x3 3x4 = 9 8 7 t.4 = 1 3x4 = 3x8 = Scale = 1 13 2 LOADING (psf) TCLL 40.0 TCDL 10.0 BCLL 0.0 BCDL 50 SPACING- 1-0-0 Plate Grip DOL 100 Lumber DOL 100 Rep Stress Incr NO Code FBC2014lrP12007 CSI. TC 0.51 BC 0.60 WB 0.39 Matrix) DEFL. in Vert(LL) -0.04 Vert(TL) -0.05 Horz(TL) 001 loc) I/deft Ud 7-8 >999 360 7-8 >999 240 7 n/a n/a PLATES GRIP MT20 244/190 Weight: 39 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, except SOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing REACTIONS. (Ib/size) 7=1021/Mechanical, 10=1021/0.8-0 Max Grav 7=1252(LC 4), 10=1248(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown TOP CHORD 2-3=1584/0, 3-4=-1584/0, 4-5=-1584/0 BOT CHORD 9-10=0/1121, 8-9=0/1584, 7-8=0/1165 WEBS 5-7=1551/0, 2-10=-1524/0, 5-8=0/776, 2-9=0/827, 3-9=-512/0, 4-8=486/0 NOTES- 1) Unbalanced floor live loads have been considered for this design 2) Refer to girder(s) for truss to truss connections 3) Girder carries tie-in span(s): 7-0-0 from 0-0-0 to 6-114 4) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 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=l 00, Plate Increase l 00 Uniform Loads (ptf) Vert 7-10=-5, 1-6=-303 Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies Q WARNING - V4rity design paramerers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only wan MiTekm connectors This design is based only upon parameters shown, and is for an individual bustling 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 bustling design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing 111Cy¢ is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the VY1i//FRl.. fabrication, storage. delivery, erection and bracing of trusses and buss systems, see ANSI/TPI1 Quality Criteria. DSB-a9 and SCSI Building Component 6964 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 oty Ply sq Hms/Bareelona-A_C T11929912lJobParkP2392ACF12ROOFTRUSS31 nvy img il"" s — rpe 1 4uEJUYC2jDHDS8E4g6bnE9n ?jLSglBryjLZXIDItiE_2vgn7vNH 1 3x3II2 3x3 = 3 10 II s 10 II S 30 = 6 3x3 11 10 3x8 = 30 9 e 30 = 7 3x8 = 180 I 5- 5- 0 I 611-0 t 1{a0 3- 11- 0 1$-0 Scale = 1:13.2 LOADING (psf) SPACING- 2- 0-0 CSI. DEFL. in loc) Well Lid PLATES GRIP TCLL 400 Plate Grip DOL 1.00 TC 0.16 Ven(LL) 0 02 9-10 999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.19 Ven(TL) 0.02 9.10 999 240 BCLL 0.0 Rep Stress Incr YES WB 0.12 Horz(TL) 0.00 7 n/a n/a BCDL 5.0 Code FBC2014rTP12007 Matrix) 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, except BOT CHORD 2x4 SP No.2(flat) 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, 7=367/Mechanical FORCES. (lb) - Max. Comp./ Max. Ten - All forces 250 (lb) or less except when shown TOP CHORD 2-3= 499/0, 3-4=499/0, 4-5=499/0 BOT CHORD 9-10= 0/340, 8-9=0/499, 7-8=0/340 WEBS 5-7=-453/ 0, 2-10=-453/0 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Refer to girder( s) for truss to truss connections. 3) "Semi -rigid pdchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 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. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies Q WARNING • Vadfy design paramelan and READ NOTES ON TMS AND INCLUDED a9TEK REFERENCE PAGE 1111I0-7473 rev. IM312015 BEFORE USE. Kaup Design valid for use only with MlTek® connectors. This design m based only upon parameters shown, and is for an individual building component, not a true system. Before use, the building designer must verily the applicability of design parameters and properly incorporate this design into the overall buiidmg design among indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing is.Ways 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, DSB49 and BCSI Building component 6904 Parke Fast Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Sude 312, Alexandria. VA 22314 Tampa, FL 36610 Job Truss Truss Type City Ply Park Sq Hms/Barcelona-A_C T71929913 P2392AC FT1 SPECIAL 1 MId-tiorida Lumber, eanow, FL / -u s nu9 ie N i / mi i c - in ou ries, mcv emvnnuytoii - [v i r rdye i Dwxor IDltiEj_2vgrkv4uEJUYC2jFzkFng-OJOEGJvpF4ph8H6PWMGf)oPfR4uBIcSTNyjLZP 2- 3-10 4-5-8 I 6-7-6 l 8-9-4 { ID-1 1-2 13-1-0 15-2-14 174-121 19.6-10 I 2121 2- 3-10 2-1-14 2-1-14 2-1-14 2-1-14 2-1-14 2-1-14 2-1-14 2-1-14 2-3-14 Scale = 1 38 0 3x10 = 1.4 400 = 1.4 3x8 = 1.4 5x8 = 1.4 4x8 = 1x4 I 3x8 = 1 2 3 4 5 23 6 24 7 8 25 9 10 2611 22 12 4x4 II 5x12 = 2x4 II 4.10 = 8.10 MT20HS = 3x8 = 20 II 3x10 = 2x4 II 4x14 = 3x4 II 2- 3-10 F 4-5-8 I 6-7-6 8-9-1 10.11.2 13-1-0 15-2-14 17 1 19-_r 21-10.8 1 2- 3-10 2-1-11 2-1-14 2-1-14 2-1-14 2-1-14 2-1-14 2.1-14 2-1-14 2-3-11 LOADING ( psf) SPACING- 2-0-0 CSI. DEFL in loc) I/deft Ud PLATES GRIP TCLL 400 Plate Grip DOL 1 00 TC 098 Vert(LL) -0 64 17 >402 360 MT20 244/190 TCDL 100 Lumber COL 1.00 BC 087 Vert(TL) -1 01 17 >257 240 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr NO WB 082 Horz(TL) 0.09 12 n/a n/a BCDL 50 Code FBC2014rrP12007 Matrix-M) Weight 244 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No 1 D 'Except' TOP CHORD Structural wood sheathing directly applied or 1-5-5 oc purlins, except 7- 11 2x4 SP No 2 end verticals BOT CHORD 2x6 SP DSS BOT CHORD Rigid ceiling directly applied or 9-6-4 oc bracing 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 THIS TRUSS IS NOT SYMMETRIC REACTIONS. ( Ib/Size) 22=3101/0-7-4, 12=2558/0-3-8 PROPER ORIENTATION IS ESSENTIAL Max Uplift 22=-804(LC 4), 12=-653(LC 5) FORCES ( lb) - Max Comp./Max Ten - All forces 250 (lb) or less except when shown TOP CHORD 1-22=-2747/719, 1-2=-5674/1463, 2-3=-5674/1463, 3-4=-13072/3317, 4-5=-13072/3317, 5- 23=-14814/3643,6-23=-14814/3643,6-24=14814/3643,7-24=-14814/3643, 7- 8=10983/2749, 8-25=-10983/2749, 9-25=-10983/2749, 9-10=-4702/1195, 10- 26=-4702/1195, 11-26=-4702/1195, 11-12=-2212/572 BOT CHORD 21-22=-101/386, 20-21=-2709/10574, 19-20=2709/10574, 18-19=3854/15370, 17- 18=-3854/15370, 16-17=-3469/13975, 15-16=-3469/13975, 14-15=-2280/9028, 13-14=-2280/9028, 12-13=-83/318 WEBS 2-21=-552/171, 3-20=-69/337, 4-19=509/158, 5-18=-98/464, 6-17=-685/207, 7-16=-138/622, 9-14=-101/469, 10- 13=-436/139, 1-21=-1490/5786, 3-21=5362/1364, 3-19=-683/2734, 5-19=-2515/671, 5- 17=-609/231, 11-13=1215/4789, 9-13=-4734/1187, 9-15=-538/2140, 7-15=-3274/868, 7- 17=-345/918 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=25tt, B=45ft. L=24ft, eave=oft, Cat 11: Exp B, Encl , GCpi=O 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 Printed copies of this document are fit between the bottom chord and any other members8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 804 lb uplift at joint 22 and 653 lb uplift at not considered signed and sealed and joint 12 the signature must be verified on 9) Girder carries tie-in span(s) 5-0- 0 from 0-0-0 to 10-11-4. 2-10-0 from 16-3-4 to 21-6-12, 5-0-0 from 0-0-0 to 10-11-4 any electronic copies 10) "Semi -rigid pdchbreaks including heels" Member end fixity model was used in the analysis and design of this truss Continued on Daae 2 Q 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 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 (his 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 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 ANSIrrPl1 Quality Cntena, 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 Qty Ply Park Sq Hms/Barcelone-A C T71929913IP23MCFT1SPECIAL1 MIo-rionba Lumber, Marrow, I 1" a Aug lb 201 I M11 ek lnauemes, tnAug cMon2a 11 24 20 2017 Page 2 1 D:lti EL2vq rkv4 u EJ UYC2j FzkFng-DwxorOJOE GJvpF4ph8H6 P W MGf?o PfR4 u BicSTN yjLZP NOTES- 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 429 lb down and 114 lb up at 10-9-4 on top 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 (ptr) Vert1- 6=298, 6-25=100. 25-26=239, 11-26=115, 12-22=-10 Concentrated Loads ( lb) Vert: 6= 429 0 WARNING - Venry dasign pa—fm and READ NOTES ON TICS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. IOM312015 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 a buss system. Before use. the building designer must verify the applrcability of design parameters and properly incorporate this design into the overall buil0ing design. Bracing indicated is to prevent buckling of individual buss web andlor chord members only Additional temporary and permanent bracing I always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the in fabrication, storage, delivery. erection and bracing of trusses and Innis systems, see ANSVTP11 Quality Criteria, OSB49 and BCSI Building Component 6904 Parke East Blvd Safety Information available from Truss Plate Institute, 218 N Lee Street, Suite 312, AIeundna, VA 22314 Tampa, FL 36610 Job Truss Truss Type Oly Ply Park Sq Hms1B2rceIora-A C T11929914 P23MC FT2 SPECIAL 1 mic-r ionca wmoar, benow, — rug io rug — rage i ID ItlEl_2vgrkv4ur C2jFz7ng-DwxorOJOEGJvpF4ph8H6PWMGb ojfSOuBCSTNyjLZP 2-310 1 4-58 I 8-7-6 8.9.4 1 10-11-2 131-0 152-14 + 17.4-12 19-6-1 210-11 2.310 2-1-14 2.1.14 2-1-14 2.1-14 2-1-14 2.1.14 2-1-14 2.1-14 2.314 Scale = 1 38 0 111 mailii Y r Y N 1.4 II 4x8 = 1x4 II 3x8 = 8 25 9 10 11 22 ci <v io ie it .1 i' " 12 3.4 I 5x12 = 2.4 4x8 = 7x10 MT20HS = 3x8 = 2.4 II 4x8 = 2x4 I 5x10 = 3x4 I 2-310 4rSB6-7-6 l 10-11.2 131-0 152-11 I 17-4-1 19.610 I 21.148 r 2-310 2.1.14 2-1-14 2-1-14 2-1-14 I 1 2-1-11 2.1.14 2-1-14 2-1.14 2-314 Plate Offsets (X Y)— 17 0-4-0 D-3-01 118 D-5-0 D-5-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) Udell Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.99 Vert(LL) -0.63 17 >411 360 MT20 244/190 TCDL 10.0 Lumber DOL 100 BC 085 Vert(TL) -0.98 17 >263 240 MT20HS 187/143 BCLL 00 ' Rep Stress Incr NO WB 0.73 Horz(TL) 009 12 n/a n/a BCDL 5.0 Code FBC2014frP12007 Matrix-M) Weight 244 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No 1 TOP CHORD Structural wood sheathing directly applied or 1-4-4 oc purlins, except BOT CHORD 2x6 SP DSS end verticals. WEBS 2x4 SP No 3 'Except' BOT CHORD Rigid ceiling directly applied or 9-9-6 oc bracing 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=2776/0-7-4.12=2261/0-3-8 Max Uplift22=727(LC 4), 12=-578(LC 5) THIS TRUSS IS NOT SYMMETRIC PROPER ORIENTATION IS ESSENTIAL FORCES. (lb) - Max. Comp./Max Ten - All forces 250 (lb) or less except when shown TOP CHORD 1-22=-2437/646, 1-2=-5070/1319, 2-3=-5070/1319, 3-4=-11930/3051, 4-5=-11930/3051. 5-23=-14058/3478, 6-23=-14058/3478, 6-24=14058/3478, 7-24=-14058/3478, 7-8=11035/2781, 8-25=-11035/2781, 9-25=-11035/2781, 9-10=-4345/1106, 10-11=-4345/1106, 11-12=-1993/517 BOT CHORD 21-22=-91/341, 2D-21=-2496/9658, 19-20=-2496/9658, 18-19=-3647/14447, 17-18=-3647/14447, 16-17=-3398/13600, 15-16=-3398/13600, 14-15=-2217/8735, 13-14=-2217/8735, 12-13=-71/275 WEBS 2-21=-450/ 146, 3-20=-86/400, 4-19=400/132, 5-18=-131/593, 6-17=-726/219, 7-16=-146/646, 8-15=-384/123, 9-14=-68/340, 1-21=-1345/5174, 3-21=-5021/1287, 3-19=-627/2486, 5-19=-2755n34, 5-17=-506/211, 11-13=1130/4447, 9-13=-4804/1216, 9-15=-638/2516. 7-15=-28071758, 7-17=-242/548 NOTES- 1) 2-ply truss to be connected together with 10d (0 131 "xY) 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 G-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=25ft, B=45ft, L=24ft, eave=oft, Cat II, Exp B, Encl.. GCpi= O 18; MWFRS (directional), Lumber DOL=1.60 plate grip COL=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 nonconcurrenl 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. Printed copies Of flits document are 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 727 lb uplift at joint 22 and 578 lb uplift at joint 12 not considered signed and sealed and 9) Girder carries tie- in span(s): 5-0-0 from 0-0-0 to 10-11-4, 2-10-0 from 16-3-4 to 21-6-12; 5-0-0 from 0-0-0 to 10-11-4 the signature must be verified on 10) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss any electronic copies Continued on oaae 2 Q WARNING - Venfy design p.—ters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 ray. 1010312015 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 properly incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual buss web and/or chord members only Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the F! fabrication, storage. delivery. erection and bracing of trusses and truss systems, see ANSIfTPI1 Quality Cntena, 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 Hms(Bareslons-l1_C T11929914IP2392ACFT2SPECIAL1 2 Min-alonda Lumber, Harlow, PL. 7 640 s Aug 16 2017 MTak Industnes, Inc Mon Aug 28 11 24 21 2017 Page 2 ID:ItIE)_2vgrkv4uEJUYC2iFzkFng-h6V B2MKe?aRmRPf7FroLxivRLP7yOvg2PMM??pyjLZO NOTES- 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 513 lb down and 137 lb up at 11-", and 463 lb down and 123 lb up at 16-2-8 on top 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: 1-6=249, 6-25=100, 11-25=115, 12-22=10 Concentrated Loads (lb) Vert: 6=513 25=463 i D WARNING • Verfty only ignwith MiTekSren and READ NOTES is base AND INCLUDED Mters REFERENCE PACE Mividu l rev building component, BEFORE USE. Design valid for use dray with Mibelt®cannectors This design Is based only upon parameters shown, and L4 for an individual building cbmponem, not a truss system Before use, the budding designer must verity the applicability of design parameters and property incorporate this design into the overall budding design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrtcatton, 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. Alexandns, VA 22314. Tampa, FL 36610 Job Truss Truss Type Oty Ply Park Sq Hms/Barcelona.A_C T71929915 P2392AC FT3 SPECIAL 1 3 all min riuii. wrrro o.iiuw. IL ,,,.y , ." oy' ID ItiEl_2vgrkv4uEJUYC2jFzkFng-h6VB2MKe aRmRPP FroLx)vSyP530rY2PMM py)LZO 1-10-51 3-614 5-3-8 1 738 1 9-3-8 1 11-3-8 13-0-2 14-8-11 16 1.165 1-69 1-8-10 2-0.0 2-0-0 2-0-0 1$10 1-8-9 1-10-5 Scale = 1 29 6 26 I 6x1OMT18HS = 1x4 I 1 21 2 3 5x9 = 1x4 11 6x6 = 7x8 MT20HS = 1x4 5x9 = 1 5.4 I 4 22 5 23 24 6 7 8 9 25 10 20 2.4 11 6x8 MT18HS = 2.4 17x8 MT20HS = 6x6 = 2x4 I 5x9 = 2x4 11 11 4x8 MT18HS = 4x4 = 1-165 3-614 5-38 7-18 1 11-3-8 13-62 14-8-11 167-0 111 1-10-5 1-69 1-610 2-60 1 2-40 1 2-0-0 1-610 1-69 1-10-5 Plate Offsets MY)- 12 0-2-12 0-2-41 118 0-3-0 0-2-41 LOADING (psf) SPACING- 1-4-0 CSI DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 400 Plate Grip DOL 1 00 TC 095 Vert(LL) 0 39 16 >502 360 MT20 244/190 TCDL 100 Lumber DOL 1 00 BC 097 Vert(TL) 0 61 16 >321 240 MT20HS 187/143 BCLL 00 ' Rep Stress Incr NO WB 0.99 Horz(TL) 008 11 n/a n/a MT18HS 244/190 BCDL 50 Code FBC2014/TPI2007 Matrix-M) Weight 280 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No 1 D TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except BOT CHORD 2x6 SP DSS end verticals WEBS 2x4 SP No 3 'Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except 2-20,2-18,4-18,9-11,9-13,7-13 2x4 SP No 2 2-2-0 oc bracing 17-18,16-17. REACTIONS. (lb/size) 20=7375/0-8-0. 11 =3092/Mechanical Max UpIA20=1091(LC 4), 11=447(1_C 5) THIS TRUSS IS NOT SYMMETRIC PROPER ORIENTATION IS ESSENTIAL FORCES. (Ib) - Max. Comp /Max. Ten - All forces 250 (Ib) or less except when shown TOP CHORD 1-20=-659/104, 1-21=-638/95, 2-21=638/95, 2-3=-20944/3070, 3-4=-20944/3070, 4-22=-24334/3529,5-22=-24334/3529,5-23=24334/3529,23-24=24334/3529, 6-24=-24334/3529, 6-7=-19873/2873, 7-8=-9763/1411, 8-9=-9763/1411, 9-25=260/38, 10-25=-260/38 BOT CHORD 19-20=-1726/11713, 18-19=-1726/11713, 17-18=-4204/28831, 16-17=-4204/28831, 15-16=-2873/19873, 14- 15=-2181/15082, 13-14=-2181/15082, 12-13=-749/5180, 11-12=-749/5180 WEBS 4-17=-417/69, 4-16=4987/749, 6-16=-738/4947, 6-15=-2247/339, 7-15=-781/5312, 7-14=-51/412, 3- 18=1010/165, 2-20=-12689/1869, 2-18=1540/10577, 4-18=-9031/1300, 9-11=-5637/815, 9- 13=-758/5251, 7-13=-6090/883 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 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 11, Exp B, Encl , GCpi=O 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 fit between the bottom chord and any other members 8) Refer to girder(s) for truss to truss connections Printed copses of this document are 9) Provide mechanical connection (byothers) of truss to bearing plate capable of withstanding 1091 lb uplift at joint 20 and 447 lb uplift at joint 11 not considered signed and sealed and 10) Girder carries tie-in span(s) 16-8-0 from 0-0-0 to 5-8-0 the signature must be verified on 11) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss any electronic Copies 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 6305 lb 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 0 WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mill-7473 rev 10/0312015 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 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 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 ANSIITP11 Quality Critena, DSB-89 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 HmslBarcelona•A C T71928815 P2392AC Fri SPECIAL 1 3 1-umoer, MRM, M. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1 00, Plate Increase=1.00 Uniform Loads (ptt) Vert: 1-22=604, 10-22=67, 11-20=7 Concentrated Loads (Ib) Vert. 4=6305 f.84U a Aug 18 ZUl I MI I eK Industries, Inc Mon Aug 28 11 24 21 2017 Page 2 ID niEL2vgrkv4uEJUYC21FzkFng-h6VB2MKe?aRmRPf7FroLxjvSyP530rY2PMM7?pyjL70 w Q WARNING • Varlty daslpn paramarars and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE M11-7172rw. fOr07/2015 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 building design Bracing indicated is to prevent buckling of individual buss web andldr chord members only Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrcation, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTP11 Quality Crtteria, 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 HmsfSarcelona-A C T71929916 P2392AC FT4 SPECIAL 1 ax Mid -Florida Lumber, Bartow. FL 3x8 = 1 7 640 s Aug 16 2017 MiTek Industries, Inc Mon Aug 2e 11 24 22 2017 Page 1 ID' ItiEl_2vgrkv4uE JUYC2jFzkFng-913ZGIKGmtZd2ZE CpZJaUxShBpZh7LJ Be05YYGyl LZN 2-9-5 I 5414 I 8-2-4 2-9-5 2-7-9 2-9-6 Scale = 1 15 B 3x4 = 2 3x4 = 3 15x4 II 82x4 II 5 4x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 400 Plate Grip DOL 1.00 TC 067 Vert(LL) -0.04 6-7 >999 360 MT20 244/190 TCDL 100 Lumber DOL 1.00 BC 050 Vert(TL) -0.07 6-7 >999 240 BCLL 00 ' Rep Stress Incr NO WB 071 Horz(TL) 001 5 n/a n/a BCDL 5.0 Code FBC2014rrP12007 Matrix-M) Weight 91 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No 2 TOP CHORD BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No 3 BOT CHORD REACTIONS. (lb/size) 8=1521/Mechanical, 5=1832/0-8-0 Max Uplift8=-385(LC 4). 5=-463(LC 4) Max Grav 8=1523(LC 2). 5=1832(LC 1) FORCES. (lb) - Max. Comp./Max Ten - All forces 250 (lb) or less except when shown. TOP CHORD 1-8=1390/367, 1-2=2786/693. 2-3=2945/744, 4-5=-590/168 BOT CHORD 7-11=-693/2786, 6.11=-693/2786, 6-12=-744/2945, 5-12=744/2945 WEBS 2-7=965/288, 3-6=-154/296, 1-7=-738/2965, 3-5=-3133/791 Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals Rigid ceiling directly applied or 1G-0-0 oc bracing NOTES- 1) 2-ply truss to be connected together with 10d (0 131"xY) 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 0-9-0 oc. 2) All loads are considered equally applied to all plies, except rf 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=25ft, B=45ft, L=24ft, eave=oft, Cat II, Exp B, Encl , GCpi=O 18, MWFRS (directional), Lumber DOL=1 60 plate grip DOL=1 60 4) Provide adequate drainage to prevent water ponding 5) n/a 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 385 lb uplift at joint 8 and 463 lb uplift at joint 5 10) Girder carries tie-in span(s) 6-8-0 from 0-0-0 to 8-7-4 11) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 398 lb down and 106 lb up at 7-0-0 on top chord, and 243 lb down at 1-4-8. 243 lb down at 3-4-8. and 243 lb down at 5-4-8, and 245 lb down at 7-4-8 on bottom chord The design/selection of such connection device(s) is the responsibility of others. Continued on age 2LOADCASEPS) Standard Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies Q WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7477 rav, 1010312015 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 verity the applicability of design parameters and properly incorporate this design into the overall Him building design Bracing indicated is to prevent buckling of individual truss web andfor chord members only Additional temporary and permanent bracing ki1 i'i.YA try is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the WOW fabrication, storage, delivery. erection and bracing of trusses and truss systems. see ANSI/TP11 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, Alexandra. VA 22314 Tampa, FL 36610 Job Truss Truss Type Dty Ply Park Sq Hms/Bantelons•A C T11B2991B P2392AC FT4 SPECIAL 1 640 a Aeg 16 2017 MITek Industries, Inc Mon Aug 2e 11.24.22 2017 Pape 2 I D:Iti EL2vgrkv4uE J UYC 21 FzkFng-913ZGI KGm tZd2ZE C pZJ eUxSh8pZh7 LJ Be05YYGyj LZN LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.00, Plate Increase=1 00 Uniform Loads (plf) Vert: 1.4=335, 5-8=10 Concentrated Loads (lb) Vert: 6=56(F) 9=398 10=56(F) 11=56(F) 12=58(F) Q WARNING • verify daslgn parameters and READ NOTES ON TMS AND INCLUDED M/TEK REFERENCE PAGE M11•7477 rw. 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 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 is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the febncation, storage, delivery, erection and bracing of trusses and truss systems, see ANS0TPI1 Quality CrIterls, DSB-09 and BCSI Building Component 69D4 Parke East Blvd. Safety Information avalleble from Truss Plate Institute, 218 N Lee Street. Suite 312. Alexandria, VA 22314. Temps, FL 36610 Job Truss Truss Type Oty Ply Park Sq Hms/Barcelona-A_C T11929917 P2392AC F75 ROOF TRUSS 1 2 Mid -Florida Lumber, Barlow. FL 7 640 s Aug 16 2017 MiTek Industries. Inc Mon Aug 28 11 24 22 2017 Page 1 ID IliEL2vgrkv4uEJUYC2jFzkFng-913ZGiKGmtZd2ZECpZJaUxSn3pSb7NoBe05YYGyjLZN 2-4-9 I 4-7.7 I 7-0-0 2-4.9 2-2-13 2-4-9 Scale = 1 13 6 5x6 = 4x4 = 46 = 1 2 3 B 2.4 II 1 5x4 11 4x5 = 2-4-9 4-7-7 ( 7-0-0 I LOADING (psf) TCLL 400 TCDL 10.0 BCLL 00 ' BCDL 5.0 SPACING- 2-0-0 Plate Grip DOL 100 Lumber DOL 100 Rep Stress Incr NO Code FBC2014/TPI2007 CSI. TC 0.29 BC 0.95 WB 0.61 Matrix-M) DEFL. in Vert(LL) -0.04 Vert(TL) -0.07 Horz(TL) 0.01 loc) I/deft 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, except BOT CHORD 2x6 SP No 1 end verticals. WEBS 2x4 SP No 3 *Except* BOT CHORD Rigid ceiling directly applied or 1D-0-0 oc bracing 1-7,2-6,3-5 2x4 SP No 2 REACTIONS. (lb/size) 8=1290/0-3-8, 5=2968/0.4-8 Max Uplift8=-165(LC 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 THIS TRUSS IS NOT METRIC PROPER ORIENTATION rIS ESSENTIAL TOP CHORD 1-8=1723/156, 1-2=3773/317, 2-3=-4684/631 BOT CHORD 7-11=-317/3773, 11-12=-317/3773, 6-12=317/3773, 6-13=-631/4684, 5-13=-631/4684 WEBS 1-7=34514104, 2-7=767/199, 2-6=-344/1263, 3-6=-242/1699, 3-5=-5096/687 NOTES- 1) 2-ply truss to be connected together with 1 Od (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 0-9-0 oc 2) All loads are considered equally applied to all plies, except 6 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=45h, L=24f . eave=4ft, Cat II, Exp B, Encl , GCpi=O 18. 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 fora 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 165 lb uplift at joint 8 and 635 lb uplift at joint 5. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) 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 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 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 14=100, 5-8=-10 Continued on Daae 2 Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING - Verdy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 row 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors This design is based only upon parameters shown, and i5 for an individual budding component, not a buss system Before use. the building designer must verily the applicability of design parameters and properly incorporate this design into the overall building design Bracing indicated is to prevent buckling of indmduai truss web and/or chord members only Additional temporary and permanent bracing Tie. l,a is always required for stability and to prevent Collapse with possible personal injury and property damage For general guidance regarding the uO fabrication, storage. delivery, erection and bracing of trusses and truss systems, see ANSIrTPl1 Quality Cntena, 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 Qty Ply Park Sq Hms/Barcelona•A C T71929917IP2392ACFT5ROOFTRUSS1 2 Mia-rlorrda Lumber, Nanow, FL. LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 6=217 9=217 10=90(F) 11-217 12=90(F) 13=2689(F=-90, B=2599) 7,640 s Aug 16 2017 MRek Industries. Inc. Mon Aug 26 11.24 22 2017 Pape 2 ID ItiEL2vgrkv4uEJUYC2jFzkFng-913ZGiKGmtZd2ZECpZJaUxSn3pSb7NoBeO5YYGyjLZN Q WARNING • VerBy design parameters and READ NOTES ON TNIS AND INCLUDED WTEK REFERENCE PAGE MII.7473 rev. 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 a truss system. Before use, the budding 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 end permanent bracing u 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 ANSUT911 Quality Criteria, DSB49 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate institute, 2118 N Lee Street. Suite 312. Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Oty Ply Park Sq HmsfBarcelona-A_C T1192B91E P2392AC G1 MONO HIP 1 1 Mid-Flonda Lumber, Barlow, FL 7 640 s Aug 16 2077 MiTek Ind Sines, Inc Mon Aug 28 71 24 27 2017 Pape 1 ID ItIEL2vgrkv4uEJUYC2jFzkFng-dVdxT1 LuXBhUgipONGgp18_tOCvZsgFLtgr641yjLZM 1-0-12 5-11-4 7-11-4 1-0-12 5-11-4 I 2-0-0 4x4 = 46x6 I12 3x4 = o I a d 4x4 = 1 5x4 1 5.4 11 Scale = 1 30 2 0-0-12 511-4 2-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1 25 TIC 063 Vert(LL) 010 7-8 >963 240 MT20 244/190 TCDL 100 Lumber DOL 1 25 BC 0.46 Vert(TL) -0 26 7-8 >360 180 BCLL 0.0 ' Rep Stress Incr YES WB 060 Horz(TL) 0.02 10 n/a n/a BCDL 100 Code FBC2014rrPI2007 Matrix-M) 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, except BOT CHORD 2x4 SP No.2 end verticals WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 1D-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(LC 12). 10=130(LC 12) Max Grav 8=387(LC 1),10=311(LC 17) FORCES. (Ib) - 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, VuK=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf, BCDL=3 Opsf, h=15f1, B=45ft; L=24ft, eave=4f1, Cat II, Exp B. Part. Encl., GCpi=O 55, MWFRS (directional) and C-C Extenor(2) -1-0-0 to 2-0-0. Interior(1) 2-G-0 to 6-0-0, Extenor(2) 6-0-0 to 7-6-12 zone, end vertical left exposed,C-C for members and forces 8 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 ANSVTPI 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. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies AWARNING - VarNy design Paramol— and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,111.7473 ray. 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 •••:::iif building design, Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing rs always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the ?fF! U iii6 fabrication, storage, delivery, erection and bracing of busses and truss systems. see ANSIrrPl1 Quality Cntena. 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 Hnu/Barcelona-A C T11929919 P2392AC G2 MONO HIP 1 1 Mid-Flonds Lumber, Bartm, FL. 7,640 s Aug 16 2017 MTek Industries, Inc. Mon Aug 26 11.24.23 2017 Page 1 ID IttEL2vgrkv4uEJUYC2jFzkFng-dVdxTILuXBhUgipONGgpl8_s?CwespbLtgr641yILZM 1.612 4.7-4 I 7-114 t 1.612 4.7.4 3+0 4x4 = 6x8 MT20HS I I Scale - 1.26 0 12 3x4 = 10 1 d 8 1.5x4 II 4x4 = 1.5x4 II 12 3-2-44-9-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.66 Vert(LL) 0.15 7-8 >630 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.39 Vert(TL) -0.25 7-8 >372 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.70 Horz(TL) 0.03 10 n/a n/a BCDL 10.0 Code FBC2014rrP12007 Matrix-M) Weight: 50 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2 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=113(LC 12) Max Uplift8=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 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. 11; Exp B; Part. Encl.. GCpi=O 55; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Intenor(1) 2-0-0 to 441-0, Extenor(2) 448-0 to 7-6-12 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) All plates are MT20 plates unless otherwise indicated 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcureni 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 rd between the bottom chord and any other members. 7) Bearing at joint(s) 10 considers parallel to grain value using ANSIfrPI 1 angle to grain formula Building designer should verity 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. 10) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies Q WARNING - Vorlfy daslgn panmenn and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE MI1.7473 rev. 1OM312015 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 truss system Before use, the building designer must vent' the applicability of design parameters and property incorporate this design into the overall buddmp design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing 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 Ouallty Criteria, DSB-89 and BCSI Building Component 6904 Parke East BNdSafetyInformationavailablefromTrussPlateInstitute. 218 N Lee Street. Suite 312. Alexandra, VA 22314. Tampa, FL 36610 Job Truss Truss Type Oty Ply Park Sq I1msIB2rcelona-A_C 711929920 P2392AC G7 COMMON 1 7 Jolb Md-Flonda Lumber, Barlow, FL 7 640 s Aug 16 2017 MiTek Industries. Inc Mon Aug 28 11 24 24 2017 Page 1 ID ItIEI_2vgrkv4uEJUYC2jFzkFng-5hBJhNMXIVpKIsOaw_L2ZMX51clxbOVU5Kbfc8yjLZL 3-8-0 I 7.11-4 i 9-0-0 3-8-0 4.3-4 1-0-12 4x4 = 6 00 4x6 10 9 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 043 TCDL 10.0 Lumber DOL 1 25 BC 026 BCLL 0.0 ' Rep Stress Incr YES WB 015 BCDL 100 Code FBC2014rTP12007 Matrix-M) DEFL. in (loc) I/defl Ud PLATES GRIP Vert(LL) -0 02 6 >999 240 MT20 244/190 Vert(TL) -0 06 5-6 >999 180 Horz(TL) 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=- 1 30(LC 12). 10=-88(LC 12) FORCES. (Ib) - 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 = 1,25 4 Weight 38 lb 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: Vuh=140mph (3-second gust) Vasd=108mph; TCDL=4 2psf, BCDL=3.Opsf; h=15ft, B=45ft, L=241t, eave=4tt, Cat. II, Exp B. Part. Encl., GCpi=0.55, MWFRS (directional) and C-C Exterior(2) 0-5-4 to 6-8-0, Interior(1) 6-8-0 to 9-0-0 zone, end vertical right exposed;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-D-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 verify 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 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the anatysis and design of this truss Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,1II.7479 rev. IOM312015 BEFORE USE --1 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 building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing k ifl{Ya 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 ANSlrTPI1 Quality Criteria, DSBa9 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 Hms/Bercelona-A C T11B29921 P2392AC G4 HIP 1 1 Mid -Florida Lumber, Bartow, FL. 7 640 a Aug 16 2017 MiTek Industries, Inc, Mon Aug 26 11:24.24 2017 Pape 1 ID.ItiEL2vgrkv4uE JUYC21FzkFng-5hBJhNMXIVpKIsOaw_L2ZMX3KcH BbOXU5Kbfc8yjLZL 44 15 12 11 2-4-0 2.8-0 - 2.11-4 1.0.12 4x4 = 4x4 = 600 F12 _ 13 3x4 = 1x4 II 1x4 11 6 3x4 II Scale - 1:21.4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 Veil(LL) 0.06 7-8 999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.37 Vert(TL) 0 09 7.8 999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.15 Horz(rL) 0.00 6 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix-M) Weight: 40 lb FT = 20% 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/sae) 6=424/0-8-0, 12=323/D-1-8 Max Horz 12=111(LC 8) Max Uplift6=209(LC 8). 12=177(LC 8) Max Grav 6=425(LC 18), 12=324(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=260/184, 3-4=281/173, 4-6=329/186 WEBS 12-15=338/189, 1-15=338/189 Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 1D-0-0 oc bracing. NOTES. 1) Unbalanced roof live loads have been considered for this design. 2) Wind. ASCE 7-10, VuK=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 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 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) 12 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) 12. 8) 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. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 65 lb down and 169 lb up at 2-4-0, and 9 lb down and 76 lb up at 3-8-0. and 65 lb down and 169 lb up at 5-0-0 on top chord, and 26 lb down and 27 lb up at 2-4-0, and 12 lb down and 13 lb up at 3-&0, and 26 lb down and 27 lb up at 4-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) 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) Veil: 1-2=60, 2-3=60, 3-4=-60, 4-5=-60, 6-10=-20 Concentrated Loads (lb) Vert: 2=18(F) 3=18(F) 8=14(F) 7=-14(F) 13=9(F) 14=8(F) Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies 0 WARNING - Verify design parameters and READ NOTES ON TMS AND INCLUDED hI TEK REFERENCE PAGE M11.7473 - 10tV3R015 BEFORE USE. Design valid for use only with MfTak® 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 us building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing Is always required for stability end to prevent collapse with possible personal injury and property damage For general guidance regarding the PER fabrication, storage, delivery. erection and bracing of trusses and truss systems, we ANSUTP11 Quality Criteria, DSB49 and BCSI Building Component 6904 Parke East Blvd. Safery Information available from Truss Plate Institute, 216 N Lee Street, Suite 312. Alexandra, VA 22314 Tamps, FL 36610 Job Truss Truss Type Oty Ply Park Sq Hms/Barcelone-A_C T11929922 P2392AC H1 MONO HIP 1 1 all Mid -Florida Lumber, Bartow, FL 7 640 s Aug 16 2017 MiTek Industries. Inc Mon Aug 28 11 24 25 2017 Page 1 ID IttEj_2vgrkv4uEJUYC2jFzkFng-ZtkhujN93oyBvOzmUhtH6Z3LxOhvKsoeK_KDBbyjLZK 2-10-0 5-8-0 1-0-0 2-10-0 2-10-0 Scale = 1 13 7 4x4 = 3x4 = 2x4 = 5 1 5.4 II LOADING (psf) SPACING- 2-0-0 CSI. TCLL 200 Plate Grip DOL 1 25 TC 012 TCDL 100 Lumber DOL 1 25 BC 008 BCLL 00 ' Rep Stress Incr YES WB 008 BCDL 10.0 Code FBC2014/TPI2007 Matrix-M) DEFL. in (loc) I/defl Ud PLATES GRIP Vert(LL) -0 00 6 >999 240 MT20 244/190 Vert(TL) -0.01 6-9 >999 180 Horz(TL) 000 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=208/Mechanical, 2=293/0-3-8 Max Horz 2=73(LC 12) Max Uplrtt5=-68(LC 9), 2=93(LC 12) FORCES. (lb) - Max. Comp./Max Ten. - All forces 250 (lb) or less except when shown 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: 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=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 d 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 68 lb uplift at joint 5 and 93 lb uplift at joint 2. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev. 10/03/2015 BEFORE USE. 1 Design valid for use only with MiTekO 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 and/or chord members only Additional temporary and permanent bracing k:TYa I,sn is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the AM OI fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSlrrPl1 Quality Cmena, DS849 and BCSI Building Component 6904 Parke East Blvd Safety Information available from Truss Plate InsfitNe, 218 N Lee Street, Suite 312. Alexandria. VA 22314 Tampa, FL 36610 Job Truss Truss Type Oty Ply Park Sq HmsfBarcelone-A C T71929923 P2392AC H2 COMMON 1 1 mio-rionas Lumber, eandw, rt. 7 640 s Aug 16 2017 M7ek Industries. Inc Mon Aug 28 11.24:25 2017 Page 1 ID IttEL2vgrkv4uEJUYC2lFzkFng-ZlkhulN93oyBvOzmUhtH6Z3LYOhgKtNeK KDBbyILZK I 2-10-0 I 5-8-0 8.8-0 2.10-0 2-1D-0 1.0.0 4x4 = 2x4 = 2x4 = Scale = 1:14 4 1-1 2-10-01 2.10.0 I 5-8.0 2-10-0 ' LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.08 Vert(LL) -0.00 5 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.10 Vert(TL) -0.01 5-8 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 004 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2014rrPI2007 Mainz-M) Weight: 22 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-8-0 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) 1=241/Mechanical, 3=3DWD-38 Max Horz 1=36(LC 23) Max Uplift 1=73(LC 8), 3=119(LC 8) Max Grav 1=254(LC 17), 3=318(LC 18) FORCES. (lb) -Max. Comp /Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=310/105, 2-3=312/103 BOT CHORD 1-5=61/267, 3-5=61/267 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) 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 73 lb uplift at joint 1 and 119 lb uplift at joint 3. 7) "Semi -rigid pilchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 181 lb down and 170 lb up at 2-10-0 on top chord, and 85 Ill down at 2-10-0 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: 1-2=60, 2-4=60, 6-9=-20 Concentrated Loads (lb) Vert: 5=26(F) 2=8(F) Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies Q WARNING - verity design parameters and READ NOTES ON TWS AND INCLUDED M/TEK REFERENCE PAGE Mll-7473 — /0N312015 BEFORE USE. Design valid for use only with Mrrekm connectors This design is based only upon parameters shown, and is for an indmdual 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 memberi only. Additional temporary and permanent bracing 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 ANSIfTPl1 Ousllty Crtterla, OSS49 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate tnstdute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314 Tampa, FL 36610 Job Truss Truss Type Oty Ply Park Sq Hms/Bamelona-A C T11929924 P2392AC J2 JACK 1 1 Mid -Florida Lumber, Banow, FL 7 640 s Aug 16 2017 11 Industries, Inc Mon Aug 28 11 24 26 2017 Page 1 ID ItIEj_2vgrkv4uEJUYC2jFzkFng-1314530ng642XAXz200WencWM02Z3KJnZe4mhlyjLZJ 1-0.0 { 2-10-0 1-0-0 2-10-0 Scale = 1 11 9 2x4 = LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1 25 TC 0.07 TCDL 10.0 Lumber DOL 1 25 BC 0.05 BCLL 00 ' Rep Stress Incr YES WB 000 BCDL 100 Code FBC2014/TPI2007 Matrix-M) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=61/Mechanical, 2=193/0-3-8. 4=28/Mechanical Max Horz 2=75(LC 12) Max Uplift3=-38(LC 12), 2=-64(LC 12) Max Grav 3=71(LC 17), 2=193(LC 1), 4=43(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown DEFL. in (loc) I/defl L/d PLATES GRIP Vert(LL) -0.00 7 >999 240 MT20 2441190 Vert(TL) -0 00 4-7 >999 180 Horz(TL) 0.00 2 n/a n/a Weight: 11 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-10-0 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=15ft, B=45ft, L=24ft, eave=oft, Cat 11, Exp S. Part. Encl., GCpi=O 55: MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0. Interior(1) 2-0-0 to 2-9-4 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 38 Ito uplift at joint 3 and 64 lb uplift at joint 2 6) "Semi -rigid phchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies A WARNING - Verily design paramafors and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-74731— 10/03/2015 BEFORE USE. 1 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 buss system Before use, the budding designer must verity the applicability of design parameters and properly incorporate this design into the overall budding design Braung indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing 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 ANSlrrPlt Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd Safely 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 Hms/Barcelona-A C Ti P2392AC J3 JACK 3 1 all Mr0-Flonds Lumber, Bartow, FL 7 6/0 s Aug 16 2017 MiTek Industries, Inc. Mon Aug 26 11 24 26 2017 Page 1 I D:ItiEj_2vgrkv4uEJUYC2jFzkFng-1314530ng642XAXz200 WencOTO_43KJn2e4mhl yjLD 1-0-12 2-11-4 1.412 2.11-4 Scale - 1:19.1 LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 100 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Inca YES BCDL 10.0 Code FBC2014/TPI2007 5 3x4 = CSI. DEFL. in (loc) Udell L/d TC 0.45 Vert(LL) 0.01 4-5 >999 240 BC 0.28 Vert(TL) 0.01 4-5 >999 180 WB 0.00 Horz(TL) 0.04 3 n/a n/a Matrix-M) 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=198/0-8-0, 3=66/Mechanical, 4=27/Mechanical Max Horz 5=127(LC 12) Max Uplrft5=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. 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, Vul1=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf, h=15ft; B=45ft; L=24ft; eave=4111; 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 2-114 zone; end vertical left exposed,C-C for members and forces d 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 fill 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 uplift at joint 5, 67 lb uplift at joint 3 and 22 lb uplift at joint 4. 6) "Sem1wrigid pilchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies Q WARNING - Verify daslgn parametrs and READ NOTES ON TNIS AND INCLUDED AOTEX REFERENCE PAGE Ull-7473 ray. 1010312015 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 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 and/or chord members only Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the Eq 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 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 Hms/Barcelona-A_C T11929926 P2392AC JS JACK 4 1 all Mid -Florida Lumber. Barlow. FL 7 640 s Aug 16 2017 MiTek Industries. Inc Mon Aug 28 11 24 27 2017 Page 1 ID ItIEj_2vgrkv4uEJUYC2jFzkFng-VGsSJPOPaOCv9K6906vlB 9fRgLtonZwolpJDTyjLZI 1-0-0 5.0-0 1-ao sao Scale = 1 17 3 2x4 5.0.0 I sao Plate Offsets (X Y)— 12 0-4-0 D-0-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 025 Vert(LL) 0.02 4-7 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 018 Vert(TL) -0 04 4-7 >999 180 BCLL 00 ' Rep Stress Incr YES WB 000 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014rrPI2007 Matrix-M) Weight 18 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 2x4 SP No 2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing REACTIONS. (lb/size) 3=111/Mechanical, 2=298/0-3-8, 4=46/Mechanical Max Horz 2=108(LC 12) Max Uplift3=-60(LC 12), 2=-82(LC 12) Max Grav 3=111(LC 1). 2=298(LC 1), 4=76(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=45ft; L=24ft; eave=4ft, 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 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 60 lb uplift at joint 3 and 82 lb uplift at joint 2 6) "Semi -rigid pdchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies Q WARNING - Verrty design 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 an individual bustling component, not a truss system Before use, the building designer must verily the applicability of design parameters and properly incorporate this design into the overall budding design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the u r fabrication, storage, delivery. erection and bracing of trusses and truss systems, see ANSIrrPl1 Quality Criteria, DSB-09 and BCSI Building Component 6904 Parke East Blvd Safety Information available from Truss Plate Institute, 21e N Lee Street. Suite 312, Alexandra, VA 22314 Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq Hms/Barcelona-A C 1 T71929927 P2392AC J7 JACK 20 1 all Mid-Flonda Lumber, Bartow, FL 7 640 s Aug 16 2017 MiTek Industnes. Inc. Mon Aug 26 11.24:27 2017 Pape 1 ID.ItiEL2vgrkv4uEJUYC2jFzkFng-VGsSJPOPaQCv9K69c6vlB 9aDglvonZwolpJDTytLZI 7-0-0 1-ao 7.0.0 Scale - 1:22.5 3xa = r 7J.0 7.00 I Plate Offsets (X.Y)— 12:Edae.0-0-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl Ud PLATES GRIP TCLL 200 Plate Grip DOL 1.25 TC 0.52 Vert(LL) -0.06 4-7 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.37 Vert(TL) -016 4-7 >510 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.01 2 n/a n/a BCDL 10.0 Code FBC2014lrP12007 Matrix-M) Weight: 24 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-7-6 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. ( lb/size) 3=157/Mechanical, 2=397/0-3-8, 4=61/Mechanical Max Horz 2=141(LC 12) Max Uplift3=-85(LC 12), 2=-99(LC 12) Max Grav 3=157(LC 1), 2=397(LC 1). 4=106(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; 8=45ft; L=24ft; eave=oft, Cat. ll, Exp B; Encl , GCpi=O 18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Intenor(1) 2-" to 6-114 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 frt 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 85 lb uplift at joint 3 and 99 lb uplift at joint 2. 6) " Semi -rigid prtchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies 0 WARNING - Varify dosign paramefera and READ NOTES ON THIS AHD INCLUDED AOTEN REFERENCE PAGE MII.7472 rev. 10A3/2015 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 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 indiAduel truss web and/or chord members only. Additional temporary and permanent bracing I s always required for aebdry 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, DSB-09 and SCSI Building Component 69D/ 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 city Ply Park Sq Hms/Barcelona-A_C T71929926 P2392AC KJ2 JACK 2 1 Mid-Flonds Lumber, Bartow. FL 7 640 s Aug 16 2017 MiTek Ind sires. Inc Mon Aug 26 11 24 26 2017 Page 1 ID ItiEL2vgrkv4uEJUYC21FzkFng-_SQgWIP1LIKmmUhL9pQ kChraDi4XEp4OyZI"ILZH d, 1-5-0 4-0-1 2x4 = scale = 1 117 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl Ud PLATES GRIP TCLL 200 Plate Grip DOL 1.25 TC 016 Vert(LL) -0 01 4-7 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.12 Vert(TL) -0 02 4-7 >999 180 BCLL 00 ' Rep Stress Incr NO WB 000 Horz(TL) 000 2 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix-M) Weight: 15 Ito 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=86/Mechanical, 2=27410-5-11, 4=37/Mechanical Max Horz 2=75(LC 21) Max Upllft3=-47(LC 8). 2=100(1_C 8) Max Grav 3=91(LC 25). 2=274(LC 1), 4=60(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.Opst h=15ft, B=45ft, L=2411, eave=4ft, Cat It: Exp B. Part Encl , GCpi=O 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 47 lb uplift at joint 3 and 100 Ito uplift at joint 2 6) "Semi -rigid pdchbreaks including heels" Member end fixity model was used in the analysis and design of this truss 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 59 lb down and 27 lb up at 1-6-12, and 59 lb down and 27 lb up at 1-6-12 on top chord, and 7 lb down and 2 Ito up at 1-6-12, and 7 lb down and 2 Ib up at 1-6-12 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 (6). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced) Lumber Increase=l 25, Plate Increase=l 25 Uniform Loads (plf) Vert 1-3=60, 4-5=-20 Concentrated Loads (Ib) Vert 9=4(F=2, 8=2) Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies AWARNING - Verily design Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,111.7473 rev 1010312015 BEFORE USE. -_ Design valid for use only with MiTek49 connectors This design is based only upon parameters shown, and a 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 tlesign Bracing indicated is to prevent buckling of individual truss wet) and/or chord members only Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the 1181 fabrication, storage, delivery. erection and bracing of trusses and truss systems, see ANSIrrPl1 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 I•ImsfBarcelona•A_C T11029929 P2392AC KJ3 JACK 2 1 all Mltl-Flords Lumber, Barlow, FL. 7 640 s Aug 16 2017 MiTek Industries, Inc Mon Aug 26 11.24.28 2017 Pape 1 ID:ItiE)_2vgrkv4uEJUYC2jFzkFng-_SDgWIP1LjKmmUhL9pQ kChgGDgeXEp4OyZtivyjLZH 1$0 - 4-1-14 Scale = 1:18.9 1.5x4 II 4.1.1 LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.24 Vert(LL) 0.03 4-5 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.21 Vert(TL) -0.03 4-5 >999 180 BCLL 0.0 ' Rep Stress Ina NO WB 0.00 Horz(TL) -0.05 3 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix-M) Weight: 17 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-1-14 oc purlins, except BOT CHORD 2x4 SP No 2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. REACTIONS. (lb/size) 3=78/Mechanical, 5=231/0-11-5, 4=33/Mechanical Max Horz 5=96(LC 8) Max uplift3=60(LC 8). 5=139(LC 8), 4=32(1_C 8) Max Grav 3=78(LC 1), 5=231(LC 1), 4=70(LC 3) FORCES. (Ib) -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=4ft, Cat. 11; Exp B, Encl., GCpi=0.18; 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 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 60 lb uplift at joint 3, 139 lb uplift at joint 5 and 32 lb uplift at joint 4. 6) "Semkrigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 7) 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 Ib up at 1-6-12, and 45 Ib up at 1-6-12 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 (pit) 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) Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies 0 WARNING - Vertry design parametan and READ NOTES ON TICS AND INCLUDED WTEK REFERENCE PAGE 110111.7473 rev. 10103/2015 BEFORE USE. r Design valid for use only with Mrrak® wnnectors. This design is bawd only upon parameters shown, and is for an mdmdual building component, not S at sstss system Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall buildlnp design. Bracing indicated is to prevent buckling of individual truss web and/or chord memben only. Additional temporary end permanent bracing a 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 and truss systems, we ANSIRP11 Quality Crkarts, DSB-09 and'BCSI Building Component 6904 Parke East Blvd Safety Information available from Truss Plate Institute, 218 N. Lee Street. Sues 312. Alexandria, VA 22314 Tampa, FL 36610 Job Truss Truss Type oty Ply Park Sq Hms/Barcelona-A_C T11929930 P2392AC KJS JACK 2 1 31) Mid -Florida Lumber, Barlow, FL. 7 640 s Aug 16 2017 MiTek Industries, Inc Mon Aug 28 11 24 29 2017 Page 1 ID.ItiEI_2vgrkv4uE JUYC2j FzkFng-Se_Ck5Of61 SdODGYjXxDGPEvddzgGh3DFc10 HMyjLZG 1-5-0 I 3-9-6 I 7-0.14 1-5-0 3-9-6 3-3-8 Scale = 1 15 9 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl Ud PLATES GRIP TCLL 200 Plate Grip DOL 1 25 TC 0.59 Vert(LL) -0 06 4-7 >999 240 MT20 244/190 TCDL 100 Lumber DOL 1 25 BC 0.40 Vert(TL) -0 17 4-7 >506 180 BCLL 0.0 ' Rep Stress Incr NO WB 000 Horz(TL) 001 2 n/a n/a BCDL 100 Code FBC2014/TP12007 Matrix-M) Weight 24 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No 2 TOP CHORD Structural wood sheathing directly applied or 5-7-5 oc purlins. BOT CHORD 2x4 SP No 2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing REACTIONS. (lb/size) 3=156/Mechanical, 2=429/0-5-11, 4=67/Mechanical Max Horz 2=108(LC 8) Max Uplift 3=-73(LC 8), 2=130(LC 8) Max Grav 3=156(LC 1), 2=429(LC 1), 4=106(LC 3) FORCES. (lb) - Max Comp./Max Ten. - All forces 250 (lb) or less except when shown NOTES- 1) Wind. ASCE 7-10. VuIt=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf; BCDL=3 Opsf, h=25H. B=45ft, L=24ft, eave=oft; Cat. II; Exp B, Encl , GCpt=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 73 lb uplift at joint 3 and 130 Ib uplift at joint 2. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 51 lb down and 11 lb up at 1-6-12, 51 lb down and 11 lb up at 1-6-12, and 70 lb down and 44 lb up at 4-4-12, and 70 lb down and 44 lb up at 4-4-12 on top chord, and 7 lb down and 2 lb up at 1-6-12, 7 lb down and 2 lb up at 1-6-12, and 17 Ib down at 4-4-12, and 17 lb down at 4-4-12 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 (ptf) Vert 1-3=60, 4-5=-20 Concentrated Loads (Ib) Vert: 10=4(F=2, B=2) 11=-10(F=-5, B=-5) Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies Q WARNING - Vrrry dosrpn paramarars and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 ray. 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 butltlmg 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 budding design Bracing indicated is to prevent bucking of individual buss web and/or chord members only Additional temporary and permanent bracing i is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the nsrl fabrication, storage. delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 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 Qty Ply Park Sq Hms/Barcelona-A_C T71B28B31 P2392AC KJ7 JACK 7 1 Mio-Fonda Lumber, Banox, FL. 7 640 a Aug 16 2017 MiTek Industries, Inc. Mon Aug 28 11,24:29 2017 Pape 1 ID.ItiEL2vgrkv4uEJUYC2jFzkFng-Se Ck5Qf61SdOdGYjXxDGPEzndzJGGDFcIQHMyjLZG I -1.5-0 5-2-5I 9.10.13 i 1.5.0 5.2.5 4-8-7 3 2x4 _ 1x4 II 5 3x4 = Scale - 1.22 9 52-5 4-8-7 LOADING (psf) SPACING- 2-" CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 038 Vert(LL) -0.03 6-7 >999 240 MT20 2441190 TCDL 10.0 Lumber DOL 1 25 BC 0.44 Vert(TL) -009 6-7 >999 180 BCLL 0.0 ' Rep Stress Inv NO WB 034 Horz(TL) 0.01 5 n/a n/a BCDL 10.0 Code FBC20141TP12007 Matrix-M) Weight. 42 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 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. ( lb/size) 4=130/Mechanical, 2=522/0.5-11, 5=314/Mechanical Max Horz 2=142(LC 21) Max Uplift4=70(1-C 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 2-11=743/124, 11-12=706/132, 3-12=664/134 BOT CHORD 2-14=206/666, 14-15=206/666, 7-15=206/666, 7-16=206/666, 6.16=206/666 WEBS 3-7=0/258, 3-6=723/224 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; 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 70 lb uplift at joint 4, 148 lb uplift at joint 2 and 69 lb uplift at joint 5. 6) " Seml-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 51 lb down and 11 lb up at 1-6-12, 51 lb down and 11 lb up at 1-6-12, 70 lb down and 44 Ito up at 4-4-12. 70 lb down and 44 lb up at 4-4-12, and 93 lb down and 77 lb up at 7-2-11, and 93 lb down and 77 lb up at 7-2-11 on top chord, and 7 lb down and 2 lb up at 1-6-12, 7 lb down and 2 lb up at 1-6-12, 17 lb down at 4-4-12. 17 lb down at 4-4-12, and 33 lb down at 7-2-11, and 33 lb down at 7-2-11 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 (pit) Vert: 1-4=60, 5-8=20 Concentrated Loads (lb) Vert: 13=53(F=-27, B=-27) 14=4(F=2, B=2) 15=10(F=-5, 13=5) 16=-35(F=-17, 13=17) Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies Ili Q WARNING - Verify design paramafers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 1010312015 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 truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall budding design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Adddional temporary and permanent bricing is always hsquired for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the MR fabrication. storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, OSB-89 and BCSI Building Component 6904 Parke East Blvd Safety Information available from Truss Plate Insldute, 218 N Lee Street, Suite 312. Alerandna, VA 22314 Tampa, FL 36610 Job Truss Truss Type Oty Ply Park Sq Hms/Barcelona-A_C T71929932 P2392AC M1 JACK 1 1 Mid -Florida Lumber, Banow, FL 3x4 = 5-0-0 7 640 s Aug 16 2017 MiTek Industries, Inc Mon Aug 28 11 24 30 2017 Page 1 ID ItiEj_2vgrkv4uEJUYC2jFzkFng-wrYaxRRHILaUOnrkHESSpdn7x1Cs?8JNUF2_goyjLZF 2x4 II Scale = 1 17 3 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl Ud PLATES GRIP TCLL 200 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(TL) -0.12 3-5 >476 180 BCLL 00 ' Rep Stress Incr NO WB 000 Horz(TL) 000 3 n/a n/a BCDL 100 Code FBC2014fTP12007 Matrix-M) 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, except BOT CHORD 2x6 SP No.2 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 6) Max Uplift 1=-110(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, Vult=140mph (3-second gust) Vasd=108mph, TCDL=4 2psf, BCDL=3 Opsf, h=25111, B=45ft, L=24ft, eave=4tt, 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 110 to uplift at joint 1 and 177 lb uplift at joint 3 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 116 lb 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. 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=l 25 Uniform Loads (plf) Vert: 1-2=60, 1-3=-20 Concentrated Loads (lb) Vert. 5=-116(B) 6=-606(8) Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING - Verity desfpn Paramafors and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev 1010312015 BEFORE USE. Design valid for use only with MiTekS 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 tlesign 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 Ir is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the R fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIrTP11 Quality Criteria, DSBa9 and BCSI Building Component 6904 Parke East Blvd Safety Information available from Truss Plate Insinule, 21a N Lee Street, Suite 312, Alexandna, VA 22314 Tampa, FL 36610 Job Truss Truss Type oty Ply Park Sq Hms/Barcelons-A_C T71929933 P2392AC M2 JACK 1 1 Mid -Florida Lumber, Banow, FL. 7 640 s Aug 16 2017 MTek Industries, Inc. Mon Aug 28 11 24.30 2017 Page 1 ID:IttEj_2vgrkv4uEJ UYC2jFzkFng-wrYaxRRHtLSUOnrkHESSpdn891 J V78JN UF2_goyjLZF 5-0.0 5-0-0 1 3x4 = 2x4 11 Scale - 1 17.3 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 034 Vert(LL) -003 3-5 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.44 Vert(TL) -0.07 3-5 >784 180 BCLL 00 ' Rep Stress Incr NO WB 000 Horz(rL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix-M) 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, except BOT CHORD 2x6 SP No.2 end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. ( lb/size) 1=463/0-3-8, 3=349/Mechanical Max Horz 1-81(LC 8) Max Upliftl=-121(LC 8), 3=125(LC 8) FORCES. ( lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown NOTES- 1) Wind: ASCE 7-10: Vint=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 gnp DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load noncencurrent 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) " Semi -rigid pdchbreaks including heels" Member end fixity model was used In the analysis and design of this truss. 7) 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 Ib up at 2-10-12 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: 1-2=60. 1-3=20 Concentrated Loads (lb) Vert: 5=235(F) 6=188(F) Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies Q WARNING • Verity design parameters and READ NOTES ON TWS AND INCLUDED AVTEK REFERENCE PAGE 11,1II.7472 — f0A312015 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 a truss system Before use, the building designer must verily the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual ruse web and/or chord members only. Additional temporary and permanent bracing Is ah+ays 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, we ANSVTPI1 Quality Crltona, DSB49 and BCSI Building Component 6904 Parke East Stvd. Safety Information available from Truss Plate Institute, 218 N Lee Street. Suite 312. Alexandria, VA 22314 Tampa, FL 36610 Symbols Numbering System 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 -1T16 r i For 4 x 2 orientation, locate plates 0- aid' from outside edge of truss. This symbol indicates the required direction of slots in connector plates. Plate location details available in MiTek 20/20 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 supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSI/TP11: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89 Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. 64-8 dimensions shown in ft-in-sixteenths Drawings not to scale) 1 2 3 TOP CHORDS ct-2 c2-a o WEBS cJ 4 O r • cs Of U O o- O c2-0 cs 2 c BOTTOM CHORDS JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. 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. 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 BCSI. 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 consitlere d. 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 fabricator. 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 specified. 13 Top chords must be sheathed or pudins provided at spacing indicated on design Lumber design values are in accordance with ANSI/TPI 1 es 14. Bottom chords require lateral bracing at 10 rt. spacing, section6.3 These truss designs rely on lumber valu or less, if no ceiling is installed, unless otherwise noted. established by others. 2012 MiTek® All Rights Reserved MiTek Engineering Reference Sheet Mll-7473 rev 10/03/2015 15. Connections not shown are the responsibility of others. 16. Do not cut or alter 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 ANSI/ TPI 1 Ouality Criteria. 24" 7'-4" 15'- 11 1/2" WALL 21'- 0 1l2" 6'- 0" 5'- 8" 7'- 0" F3 F5A U U U U F2 F5 LO Cl) U U Z— a oF2C. N N F5 C14 c LL LL LL LL CJ5 F2 FS J7 F2 F5 J7 F2 F5 J7 F12 F1 e F8 a n a FTS 2-PLY v v N s'- 101/2" J7 F1 e F12 F8 Q 3asa F1 5. 4„ HGUS26-3 e V V v, O J7 CJ5 F12 a F8 OJ LL c1312-PLY F10 FT3 3-PLY A a B2 2-PLY F 2nd FLOOR WALL to Cr F8 N v CJ3 F8A B3 2-PLY I I LL LL U 0C" U U C B4 3-PLY vv vv vv vv av av v F9 F9 a e} U CJ v 12'- 2" F9 a e CJ5 a 2 x 6 LEDGER BOTTOM AT 10'- 8' J3 CJ3 - LL LL LL u- li li LL v 8,_ 4„ v d J3 F9 J3 1 c7 C9 U U v V CJ F9A U 10'- 8 BRG. HGT. wj 11'- 8" 6'- 10 1/2" 2'- 3 1/2" 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. 9'- 4" LVL BM.' BOTTOM I 3'_ 0 '% 1'- 7 3/4" HEEL AT 9'- 4" NOTE: 2nd FLOOR OVER ENTRY CEILING AT 9'- 4" w 0 N 0 Go APPROVED TRUSS ANCHOR BY BUILDER i BOTTOM =4x2 TOP = 4x2 2x4 Cont Band I 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 J\ V\NG q9 aF 5P. L 23 - HHUS46 FLR. HGRS OcPPF O 1 - HGUS26-3 3-PLY HGR MID - FLORIDA LUMBER ACQUISITIONS BARTOW, FLORIDA TRUSS LOADING CONDITIONS ROOF TRUSSES FLOOR TRUSSES TOP CHORD LIVE 200 TOP CHORD LIVE. 40.0 TOP CHORD DERD 102 TOP CHORD DERD. 100 BOTTOM CHORD DEAD, 10.0 BOTTOM CHORD DERD. 5.0 TOTAL LORD (PSF) 400 ITOTAL LOAD (PSF) 550 STRESS INCRERSE 125 ISTRESS INCREASE 10 THIS TRUSS SYSTEM MRS BEEN DESIGNED WITH LORDS GE ERRTED BY 140 MPH WINDS USING 42 F'SF TOP CHUM DERD LORD AND 30 PSF BOTTOM D13RD DERD LORD 0 MILES FROM HIMUIE OCERFLIFE CRT II EXP B DISCE 7-10) laftu2392 - A or C Park Square Homes QY FWSS I - FI--- -RST FLOOR P2392AC Barcelona - A or C Tm nc m¢ mw m laicN/A 8 2517 Bmax 19 1/2" 24" 24" T- 0" 19'- 11 1 /4" 9'- 9" 9'- 3" 9 1/4" l< 8'- 0" I 12'- 8" 30'- 2" 9'- 6" 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. SECOND 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 PPP' / 0 12 12" TRUSS END DETAIL J L 22 - HUS26 1-PLY HGR O 1 - HGUS26-2 2-PLY HGR S e - MID - FLORIDA LUMBER ACQUISITIONS BARTOW, FLORIDA TRUSS LOADING CONDITIONS ROOF TRUSSES I LOOR TRUSSES TOP CHORD LIVE 200 ITOP CHORD LIVE 400 TOP CHORD OEAO 100 IlOP CHORD DEAD 100 BOTTOM CHORD DEAD 100 [BOTTOM CHORD DEAD 50 TOTAL LORD (PSF) 400 (TOTAL LOAD (PSFI 55.0 ITHIS TRUSS SYSTEM HRS BEEN DESIENED WI1H LOADS GENERATED BY 140 MPH WINDS USING 42 PSF 101' CHORD DEAD LORD RND 30 PSF BOTTOM DOD DERO LORD 0 MILES FROM HUINCRNE OCERNLINE CAI 11 E%P B IRSCE 7-101 2392 - A or C lPark Square Homes I Barcelona - A or C P2392AC I— I8-28-17I sax RECORD COPY City of Sanford Building and Fire Prevention Product Approval Specification Form Permit # # 1 7- 2 8 2 7 I-DiNc SANFORD AR Project Project Location Address 3-75ca ( C c<n 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 94rr40-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 Category/Subcategory Manufacturer Product Description(including Florida Approval # decimal 3. Panel Walls 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 Roofinq 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. Structural 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 Exterior Envelope Products Applicant's Signature Applicant's Name Please Print) June 2014 Florida Building Code Online Page 1 of 4 BCIS Home j Log In I User Reg istrabon Hot Topics I Submit Surcharge I Stats & Facts Publications I FBC Staff I BCIS Site Map I Links Search a Yb Product Approval Public UserIUSER: xecauro Product Approval Menu > Prgduct or gpbhcation Search > Application Us[ > Application Detail FL # FL8871-R7 Application Type Revision Code Version 2014 Application Status Approved Comments Archived n 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@rwbldgconsultants.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 12/31/2018 Validated By Ryan ]. King, P.E. 141 Validation Checklist - Hardcopy Received Certificate of Independence Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By FL8871 R7 COI (a) CERTIFICATE OF INDEPENDENCE.odf 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 R7 Eauiv of STANDARDS (a).odf http://vA f.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQ,A,tDgty3Ij Wak2nHrp... 9/13/2017 Florida Building Code Online Page 2 of 4 Sections from the Code Product Approval Method Method 1 Option D Date Submitted 10/13/2016 Date Validated 12/13/2016 Date Pending FBC Approval 10/21/2016 Date Approved 12/15/2016 Summary of Products FL # Model, Number or Name Description 8871.1 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 R7 II (a) 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 R7 AE (a) EVAL 8871.1.odf - 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 R7 Il (a) 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 R7 AE (a) 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 Rustic" Series 3'6 x 8'0 "Impact" Opaque Fiberglass Single Door with Sidelite (OX or XO) - Inswing or OuLswing Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL8871 R7 II (a) 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 R7 'AE (a) EVAL 8871.3.odf specific Model and for any other additional use limitations Created by Independent Third Parry: 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.) Note - ASTM E1300-98 utilized for areas inside the HVHZ) 8871.4 d. "ClassicCraft" or "ClassicCraft 13'6 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 R7 II (a) 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 R7 AE (a) EVAL 8871.4.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 "I" part numbers for these sidelites, which have been stained or painted within six months of installation.) Note - ASTM E1300-98 utilized for areas inside the HVHZ 8871.5 e. "FiberClassic" or "SmoothStar" 13'0 x 8'0 "Impact" Opaque Fiberglass Single Door (X) - Series Inswing or Outswing Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL8871 R7 II (a) 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 R7 AE (a) EVAL 8871.5.odf Created by Independent Third Party: Yes http://wvvw.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQWtDgty3Ij Wak2nHrp... 9/13/2017 Florida Building Code Online Page 3 of 4 specific Model and for any other additional use limitations and installation Instructions. 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 R7 II (a) INST 8871.6.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 8871.6 for Design Pressure Ratings by FL8871 R7 AE (a) EVAL 8871.6.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.) Note - ASTM E1300-98 utilized for areas inside the HVHZ 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 R7 II (a) INST 8871.7.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 8871.7 for Design Pressure Ratings by FL8871 R7 AE (a) EVAL 8871.7.1)df 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.) Note - ASTM E1300-98 utilized for areas inside the HVHZ 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 FL8871 R7 II (a) INST 8871.8.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 R7 AE (a) EVAL 8871.8.Ddf 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 FL8871 R7 II (a) 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 R7 AE (a) EVAL 8871.9.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.) Note - ASTM E1300-98 utilized for areas inside the HVHZ Back Next Contact Us :: 2601 Blair Stone Road. Tallahassee FL 32399 Phone: 850-487-1824 The State of Florida is an AA/EEO employer. Cooynbht 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 once 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 nude available to the public To determine if you are a licensee under Chapter 455, F.S., please click here . Product Approval Accepts: Egg a http://vA-A-Ar.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgty3Ij Wak2nHrp... 9/13/2017 Florida Building Code Online Page 4 of 4 Credo Card Safe http://www.floridabuilding.org/pr/pr_app_dtl.aspa?param=wGEVXQMDgty3Ij Wak2nHrp... 9/13/2017 THERMAITRU ( 0) THERMA TRU DOORS 1 1 B INDUSTRIAL DR., EDGERTON, OH 4351 7, SMOOTH STAR & FIBER CLASSIC FIBERGLASS SINGLE DOOR INSWING / OUTSWING GENERAL NOTES r7M PA CTr I. This product has been evaluated and is in compliance with the 5th Edition (2014) Florida Building Code (FBC) structural requirements including the "Haigh velocity Hurricane Zone" (HVHZ). 2. Product anchors shag be as listed and spaced as shown on details. Anchor embedment to base material shag be beyond wag dressing or stucco. 3. When used in the "HVHT' Ihis product compries with Section 1626 of the Florida Building Code and does not require an Impact resistant covering. 4. When used in areas outside of Ihe'NVHZ" requiring wind home debt protection thls product compries with Section 1609.1.2 of the FBC and does not require an impact resistant covering. This product meets missile level "Wand includes Wind Zone 4 as defined in ASTM El996 and Section 1609.1.2.2 of the FBC. 5. For 2x stud framing construction, anchoring of these units shag be the same as that shown for 2x buck masonry construction. 6. Site conditions that deviate from the details of this drawing require further engineering analysis by a licensed engineer or registered architect. 7. Outswing configurations using coastal sill Item N4 under active doors meet water infiltration requirements for "HVHZ". 8. Inswing configurations and outswing configurations using sill item #5 under the door do not meet the water infiltration requirements for the "HVHZ" and shag be installed only in non -habitable areas or at 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 SHEET a DESCRIPTION 1 Typical elevations, design pressures G general notes 2 Door panel details (Smooth star) 3 Door panel defogs (Rber classic) 4 Horizontal cross sections 5 Vertical cross sections 6 Buck and frame - 2X buck masonry construction 7 Frame anchoring - I X buck masonry construction 8 Big o1 Materials & Components 37.75 MAX. Fr — FRAME WIDTH 36.ff MAX. PANEL WIDTH I m m w Z fi a f Of P P s'v"' i IIIIV l OVERALL'._,Z`DESIGN_P_R SSURE(P5F) DOOR:7YPEi• G - may" rr: =- FRAME: _ 3'_"n,f,..,4=r,..` SWIN--R ZlA NSIONj: POSITIVE : ,=1JEGATIVE INSWING 37.75" x 98.00" 80.0 80.0 SMOOTH STAR OUTSWING 37.75" x 96.50" 80.0 80.0 INSWING 37.75" x 98.00" 80.0 60.0 FIBER CLASSIC OUTSWING 37.75" x 96.50" 80.0 80.0 See Sheet 8 for design pressure limitations. snit: N.T.S. M. er: DWS om an LFS FL-8871.5 R 1 Of 8 4K Ni A rAA o' 46 47 41 EXTERIOR 47 41 = U.ag c ZtpS' J o n 1p i111r11UN 2 INTERIOR qd 46 42 g Em ? ou9W 2 :,• g roc°a 1 HORIZONTAL CROSS SECTION \ D 4 o m d a 2 47 `_ 0 Ca Ca e F-4.07 J i c 1.53' -{ I I- g m TYP. 4 I 13 CORNERS m ao o OF PANEL c -1 EXTERIOR INTERIOR c o g o aMI L DETAIL A -A J77 a ror RAIL LOCK STIIF ' (S+ c m U eDOooOR PANEL ° Smth star 41 PNu rn 00000000 z 0000000 a o 00000000 - N 0000000047 c •' 0000000 43 I•I -- o Fo 000000000000000 • I •kk 00000000 000000 I 00000000 0 000 000 O O = 45m N 00000000 1 0000000 00000 , 0000 0 1. n_ 0000. M,( HINGE STILE SEOITOM RAIL „ N N p o 0000000 "''y' _ 00000000 0000000 28.86%OPEN z u0000000oAREA MAX. 2 VERTICAL CROSS SECTION ogre 05 22 08 00000000 as 2 SUL, N.T.S. 2 0000000 0000000o mm.en DWS m aac en LFS 3DETAIL A -A om<smm NO.: m m Panel reinforcement FL-8871.5 0 NOTE: WOOD DOOR COMPONENTS: PINE (SG >= 0.42) N eats ar 8 0 INTERIOR rl-'HORIZONTAL CROSS SECTION 2 4.07' TYP. 4 1.53" CORNERS OF PANEL Pt d L DETAIL A -A J F PDFiber00.R,FANE1 60 . Fiber classic 00000000 00000000000000000000000000000000000000000000610000001! 0-- 00000000 000000000000000000000000000000000000000000 0 - 0oct 00-00 5 0000000 00000000000000000000000000000000000000000000000000000DETAIL A -A Ponel reinforcement 4 U-.. dO z z0 r of n u zd;; o D. Z. 09 4 5 6 0 (L coz 67EEXTERIOR INTERIOR 0 S 0: r. 7 61 Q1 28. 86% OPEN AREA MAX. VERTICAL CROSS SECTION NOTE: WOOD DOOR COMPONENTS: PINE (SG >= 0.42) Z N.T.S. ar LFS v= NO.: FL- 8871.5 j 3 oF 8 P, 1-1M' MI'. FJvIB.1., .I 1 HORIZONTAL CROSS SECTION 4 O %swing shown - huvmg also approved INTERIOR EXTERIOR q Outswing slwwn - h —V aho approved W'• 2 i c, nr/6g P 11 0'* 11111 U m •: y s Z Z U igg Ern m o 9dH1 ty maa V 4 O v° Z OL U o IW N m WI i U O: O O F R 1- 1 / P MIN. EMB. (TYP.( t N. T.S. e+': DWS BY: LFS NM Ho_- FL-8871. 5 n 4 Or 8 EXTERIOR INTERIOR 1 VERTICAL CROSS SECTION ahu aptshown Inswing EXTERIOR 4 VERTICAL CROSS SECTION Inswing configurol'ion see genera, notes, sheel 1 for WMr water infatmlion requirements INTERIOR EXTERIOR - INTERIOR 2 VERTICAL CROSS SECTION Shown w/l X sub -buck EXTERIOR INTERIOR 5 VERTICAL CROSS SECTION Inswing conliguratlon see genera, notes• sheet I for imr water Infiltration requrements Nt7 zWWI4'eQ sn omN•'`• gg \ Z c v; n PINTERIOREXTERISRrrrr l;`\` i o m d o rn zrsssON •. a ozxi0 c 40maa W 9oil60 E o= o. O y 3 VERTICAL CROSS SECTION Vm U Oulswtngconfigurationsee general notes, sheet 1 co G W Ofor' 1VHP water mfiltralion o requirements a a INTERIOR EXTERIOR 6 VERTICAL CROSS SECTION Outswing confguralion see generc l notes, sheet I forgTwaterinfillrolbnrequirements E N.T.S. fff= ows a er. LFS 3 TM N°: ° FL- 8871.5 n L or 8 G CX r j- TYP. HEAD & &I 'T. a ° z " m JAMBS TYP. HEAD d `,` F q m a `a WMASONRYMASONRYJAMBS \ OPENING j j OPENING \ 4 Ir V z tj C FRAME _ zao 20u z Ci 0 0 Z2XBUCK--,,. rn 2X BUCK Jm W>- W a yY o i a mm SUCK ANCHORING HINGE JAMS FRAME ANCHORING STRIKE JAMB Masonry 2X buck conshuction CONCRETE ANCHOR NOTES: I. Concrete anchor locations of the comers may be adjusted to maintain the min. edge distance to morlarjoints. 2. Concrete anchor locations noted as "MAX. ON CENTER" must be adjusted to maintain the min. edge distance to mortar joints, additional concrete anchors may be required to ensure the "MAX. ON CENTER" dimenslon are not exceeded. 3. Concrete anchor fable: ANCHOR ANCHOR, MIN.' ;; MIN. CLEARANCE MIN. CLEARANCE T TYPE:...:: E BEDME i0 MASONRY.::. S TO ADJACENT' EDGE::.:: .: Nt ANCHOR ITW 1/4" 1.1/4" 2" 4" TAPCONc ELCO c 4" ULTRACON I 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. HINGE DETAIL LATCH f DEADBOLT DETAIL se° e N.T.S. 3 a° L n: LFS ; WAWM NO.: ° FL- 8871.5 a SHM 6 OF 8 0 9 11Ct 1% 10% n Xt71T d r z Q _Z 6 Y.. 01 -W- TYP. HEAD pv It$ filli, z 6;; 6 0 r) z JAMBS z p MASONRY AS * a OPENING Ci R cz C o 3,iL to Li C4Ci7 Cor- FRAME1517 M Nszz CoEr! I X BUCK 0 0: LATCH & DEADBOLT DEWL T ry En E) z 0HINGE JAMB STRIKE JAMB 11 j oo CONCRETE ANCHOR NOTES: FRAME ANCHORING 13 I. Concrete anchor locations at the comers may be odlwto maintain the m(n. Masonry I X buck construcfion 12 J@ 0fed 18 edge distancetomortarjoInts. @ L (L 2. Concrete anchor locations noted as"MAX. ON CENTER" mast be od7justed to L maintain the min. edge distance to morfarloints, odditionalconcrete anchors rayberequlred foensLqe the "MAX. ONCENTER' dimension arenot exceeded. maybe required G 3. Concrete anchor table. 12 AM -HOR MIN MIN.. CLEA RANCE: MIN.CLEARANCE 2 L ANCHOR. MASONRY-- TOADJACENTTYPE -....'S I Z E :EMBEDMENT ANCHOREDGE wse 5122108 IT . W 114- 1-1/4' 2- 4" scut:N.T.S. TAPCON HINGE DETAIL BY: DWS MWL ITW TAPCONO 3/16" 1- 1/4" 3- 1-1/2* C, BY. LFS WOOD SCREW INSTALLATION NOTES: DPAWM NO.: I. Maintain a minimum 5/8"edge distance, I -end distance, cl I'o.c. spongofFL-8871.5 wood screws to prevent the spliffing of wood. 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 ITW CONCRETE SCREW STEEL E MASONRY - 3,000 PSI MIN. CONCRETE CONFORMING TO ACI 301 OR HOLLOW BLOCK CONFORMING TO ASTM C90 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 H 10 X 2-1 /T PFH WOOD SCREW I.I S' MIN. EMBEDMENT STEEL I INSWING ADJUSTABLE THRESHOLD LS300AJ 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 II HINGE STEEL 12 N 10 X 3/4" PFH SCREW STEEL 13 49 X 3" PFH WOOD SCREW STEEL 14 LATCH STRIKE PLATE STEEL 15 SECURITY STRIKE PLATE STEEL 16 8 X 2-1 /T PFH SCREW STEEL 17 98 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 = 6,000 PSI MIN. FIBERGLASS 42 TOP RAIL SMOOTH STAR COMP. 43 LOCK STILE SMOOTH STAR WOODAVL 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 CLASSICI WOOD 65 BOTTOM RAIL FIBER CLASSIC COMP. 66 PANEL REINFORCEMENT 0.023" THK. FIBER CLASSIC STEEL 67 FOAM CORE POLYURETHANE H O Q HEAD A SIDEJamb T THRESHOLD trnw'ug adjuslade S.BT S RESHOLD Iruvmq sellffilust 5.75" 0 S THRESHOLD OalswIng standard Lul Z THRESHOLD trswAng acUtabte 4 THRESHOLD atswing coastal Fr (--- 5.83" T THRESHOLD truvAng MAX. DESIGN PRESSURE _ +/- 50 PSF SME N.T.S. mm. sn: DWS CwL er. LFS munc NO.: FL-8871.5 SHED 8 OF 8 Florida Building Code Online Page 1 of 3 f allBusPifossi ! p t fjnessp _ 644. SCIS Home I Lop In User Registration i Hot Topics Submit Surcharge j Stats 6 Facts ; Publications FBC Stall l BCIS Site Map Links Search b Product Approval N USER: Publit Userdbpr Product Approval Menu > Product or ADDIi[abon Search > Application List > Application Detail FL # FL15332-R3 Application Type Revision Code Version 2014 Application Status Approved Comments Archived Product Manufacturer MI Windows and Doors Address/Phone/Email 650 West Market Street Gratz, PA 17030 717) 365-3300 Ext2560 bsitlinger@miwd.com Authorized Signature Brent Sitlinger bsitlinger@miwd.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email 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 12/31/2017 Validated By Steven M. Urich, PE G Validation Checklist - Hardcopy Received Certificate of Independence Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code Product Approval Method FL15332 R3 COI FLCOI.odf Standard AAMA/WDMA/CSA 101/I.S.2/A440 Method 1 Option D Year 2008 http://www. floridabuilding.orglprlpr_app_dtl.aspx?param=wGEVXQwtDgtH85 72gvd WIdk... 9/7/2017 Florida Building Code Online Page 2 of 3 Date Submitted Date Validated Date Pending FBC Approval Date Approved Date Revised Summary of Products 10/29/2015 10/30/2015 11/01/2015 12/15/2015 08/11/2017 FL # Model, Number or Name Description 15332.1 SERIES 420 ALUMINUM SGD SERIES 420 ALUMINUM SGD OXO 145-3/4"x80" NON - REINFORCED Limits of Use Installation Instructions Approved for use in HVHZ: No FL15332 R3 II 08-00500D.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 R3 AE 510807C.Ddf 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 R3 II 08-00498D.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 R3 AE 510805C.Ddf 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 R3 II 08-02248B.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 R3 AE 512968B.odf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.4 SERIES 420 ALUMINUM SGD SERIES 420 ALUMINUM SGD REINFORCED OX, XO, XX REINFORCED 96"x96" Limits of Use Installation Instructions Approved for use in HVHZ: No FL15332 R3 II 08-02249B.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 R3 AE 512969B.Ddf 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 FU5332 R3 II 08-02250B.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 R3 AE 512970B.DdF PRESSURE RATINGS Created by Independent Third Party: Yes 15332.6 SERIES 420 REINFORCED SERIES 420 REINFORCED ALUMINUM SGD OX, XO, XX ALUMINUM SGD 96"x96" Limits of Use Installation Instructions Approved for use in HVHZ: No FL15332 R3 I1 08-00499D.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 R3 AE 510806C.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 R3 II 08-00501D.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 http://,A,Nuw.floridabuilding.org/pr/pr_app_dtl.aspx?paratn=wGEVXQwtDgtH8572gvd Wldk... 9/7/2017 Florida Building Code Online Page 3 of 3 Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL15332 R3 AE 510808C.Ddf PRESSURE RATINGS 1 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 R3 II 08-00502D.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 R3 AE 510809C.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 i Approved for use in HVHZ: No FL15332 R3 II 08-00503D.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 R3 AE 510810C.odf PRESSURE RATINGS Created by Independent Third Party: Yes Back Next Contact us :: 2601 Blair Stone Road, Tallahassee FL 32399 Phone: 850-487-1824 The State of Florida is an AA/EEO employer. 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 mail. 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: Credit Card Safe http://-,A-ATw.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgtH8572gvd WIdk... 9/7/2017 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 ARCHITECT 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 WITH SAFETY GLASS. 7. APPROVED IMPACT PROTECTIVE SYSTEM 1S REQUIRED FOR THIS PRODUCT IN WIND BORNE DEBRIS REGIONS. B. 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 #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 2 1/2" 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 1/8" THICK MINIMUM 15. APPROVED CONFIGURATIONS: OX, XO. XX. XP, PX, XIP, PIX I TABLE OF CONTENTS 1 SHEET NO. DESCRIPTION 1 NOTES 2 — 3 ELEVATIONS 4 — 10 INSTALLATION DETAILS REVISIONS , I REV I DESCRIPMN I DATE I APPROVED A I ADDED FLANGE AND FIN INSTALLATION 112/10/13 I R.L. ' B REVISED INSTALLATION DETAILS 1 08/03/15 JR.L MI WINDOWS AND DOORS LLC 1900 LAKESIDE PARKWAY FLOWER MOUND, TX 75028 SERIES 420 SGD REINFORCED WITHOUT ADAPTER 96" x 96" NOTES V.L. 108-02249 suEE NTS D TE 10/30/ 13 —Er 1 OF 10 SIGNED: 1012312015 GEMSF9d+ 3:- AATEOF;cu O . i'`E`' A,0RID • I FI HI 6" MAX - 96" MAX FRAME WIDTH 2) ANCHORS PER LOCATION SEE CHART #3 FOR NUMBER OF LOCATIONS REQUIRED 117" MAX O.C. 6" MAX 17" MAX O.C. 16" T- IAX AME IGHT 6" MAX 6" MAX SERIES 420 SGD REINFORCED WITHOUT ADAPTER EXTERIOR VIEW DESIGN PRESSURE RATING IMPACT RATING t35.OPSF NONE SEE CHARTS N I AND N2 FOR OTHER UNITS RATINGS REVISIONS ' REV I DESCRIPTION DATE APPROVED A ADDED FLANGE AND FIN INSTALLATION 12/10/13 R.L. B REVISED INSTALLATION DETAILS 08/03/15 R.L CHART III WHERE WATER INFILTRATION RESISTANCE IS REQUIRED. SEE NOTE 9 SHEET I Design pressure chart (psi Frame Single Panel and Total Frame Widlh in) Height in) 30.0 36.0 42.0 48.0 60.00 72.00 64.00 96.00 Pos I Neg Pos Neg Pot Neg Pos Ney 40.0 58.4 400 509 40.0 45.7 40.0 42.0 0 40.0 55.2 40.0 48.0 40.0 43.0 39.4 39.4 84.0 0 40.0 52.4 40.0 45.4 40.0 40.6 37.1 371 0 40 0 49.8 40.0 43.1 38 4 38.4 35.0 35.0 CHART I2 WHERE WATER INFILTRATION RESISTANCE IS NOT REOUIRED. SEE NOTE 9 SHEET I Design pressure chart (pso Frame Single Panel and Total Frame Width (in) Height in) 30.0 36.0 42.0 48.0 60.00 72.00 84.00 96.00 Pos I Neg Pos Neg Pos Neg Posj61.0 58.4L84 50.9 50.9 45.7 45.7 42.086.0 55.2 48.0 48.0 43.0 43.0 39.492.0 52.4 45.4 45.4 40.6 40.6 37.196.049.8 43.1 431 38.4 38.4 35.0 CHART d3 Number of anchor locations required Frame Height in) Single Panel and Total Frame Width (In) 30.0 36.0 1 42.0 1 48.0 60.0 72.0 84.0 96.0 H6S I Jamb H6S Jamb H&S Jamb H6S Jamb 84.0 4 6 5 6 6 6 6 6 88.0 4 6 5 6 6 6 6 6 92.0 4 6 5 6 6 6 6 6 96.0 4 1 6 5 6 6 1 6 6 6 MI WINDOWS AND DOORS LLC 1900 LAKESIDE PARKWAY FLOWER MOUND, TX 75028 SERIES 420 SGD REINFORCED WITHOUT ADAPTER 96" z 96" ELEVATION DRAWN. DWC N0. V.L. 08-02249 saALe NTS DATE 10/30/13 ISHEE2 OF 10 SIGNED: 1012312015 J R I )L O4f''i r,•v C+ENSFgrP ADTAT ESEOF c N FR HE 96" MAX FRAME WIDTH 1) ANCHOR PER LOCATION AT HEAD do JAMBS SEE CHART #4 FOR NUMBER OF LOCATIONS REOUIRED 6" MAX L 17 MAX O.C. 6" MAX 17" MAX O.C. 6" 4X 1ME SHT 6" MAX 6" MAX i 2) ANCHORS PER LOCATION SERIES 420 SGD REINFORCED WITHOUT ADAPTER AT SILL EXTERIOR VIEW SEE CHART #4 FOR NUMBER OF LOCATIONS DESIGN PRESSURE RATING IMPACT RATING REQUIRED t35.OPSF NONE SEE CHARTS #I AND #2 SHEET 2 FOR OTHER UNITS RATINGS REVISIONS DESCRIPTION DATE APPROVED ADDED FLANGE AND FIN INSTALLATION 12/10/13 R.L. REVISED INSTALLATION DETAILS 08/03/15 R.L. CHART#4 Number o/ enchor locations required Single Panel and Total Unit Vvldlh (in) 30.0 36.0 42.0 46.0 60.0 72.0 84.0 96.0 H&S Jamb HdS Jamb H&S Jambd465666 4 6 5 6 6 E66 6 4 6 5 6 6 6 4 6 5 6 6 6 MI WINDOWS AND DOORS LLC 1900 LAKESIDE PARKWAY FLOWER MOUND, TX 75028 SERIES 420 SOD REINFORCED WITHOUT ADAPTER 96" z 96" FIN ELEVATION V.L. 08-02249 SC&E NTS — 10/30/13 s"EET3 OF 10 SIGNED: 1012312015 1/2" MIN. EDGE DISTANCE 1 3/8" MIN. WOOD FRAMING EMBEDMENT OR 2X BUCK BY OTHERS 1/4- MAX. SHIM N10 wooD SPACE SCREW 10 WOOD SCREW WOOD FRAMING OR 2X BUCK BY OTHERS EXTERIOR II II II I INTERIOR SILL TO BE SET IN A BED OF APPROVED SEALANT MIN. IENT AIN. Luur ul T-N r 1 3/8" MIN. EMBEDMENT 1/2" MIN. EDGE DISTANCE 10 WOOD SCREW WOOD FRAMING OR 2X BUCK BY OTHERS 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. 1/4" MAX. FSHIM SPACE JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION SIGNED: 1012312015 MI WIND1900CWS D DOORS LLC R! lL oLAKESIDEPARKWAY FLOWER MOUND, TX 75028 J\s GENSFgiP SERIES 420 SGD REINFORCED WITHOUT ADAPTER J 10 5 *= NOTES: 96" x 96" I. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. FRAME INSTALLATION DETAILS C7 • TAT OF tU ER AND JOINT BY EOTHERS TO BE DRAWN DWG NO. REV p R f0f?; iFSn; ININ ACCORDANCE WITH ASTM E2NTDESIGNED2. 08 B NA• L`\\\\``\ SULE DALE SHEET249NTS10/30/13 4 OF 10 METAL STRUCTURE BY OTHERS 3/4" MIN. I EDGE DISTANCE 1/4" MAX. r SHIM SPACE 10 SMS OR SELF DRILLING SCREW EXTERIOR II II II II INTERIOR SILL TO BE SET IN A BED OF APPROVED SEALANT 10 SMS OR SELF DRILLING SCREW METAL STRUCTURE BY OTHERS 3/4" MIN. EDGE DISTANCE VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION 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 T-- 3/4" MI. EDGE DISTI I 10 SMS OR SELF DRILLING SCREWS METAL STRUCTURE BY OTHERS REVISIONS REV OESCRIFMN OAT[ I APPROVED A ADDED FLANGE AND FIN INSTALLATION 12/10/13 R.L. B I REVISED INSTALLATION DETAILS 08/03/15 R.L. JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION SIGNED: 1012312015 AND LLCDMIWI9000LAKEs I IC o/i/. D PARKWAY FLOWER MOUND, TX 75028 51R GENy' N\v SERIES 420 SGD REINFORCED WITHOUT ADAPTER 0 6 y= 96" x 9 f FRAME INSTALLATION DETAILS TAT OFO j(S4jF[0RI*• DRAWN V.L. DRO NO. 08-02249 REV B AI 11II111111 v'F NTS IDATE 10/30/13 SNEET5 OF 10 2 1/2" MIN. EDGE DISTANCE e 1 1/4" MIN. n .' EMBEDMENT CONCRETE/ MASONRY 1/4" MAX. BY OTHERS SHIM SPACE OPTIONAL 1X BUCK TO BE PROPERLY SECURED SEE NOTE 3 SHEET 1 3/16" TAPCON 3/16" TAPCON MASONRY/ CONCRETE BY OTHERS EXTERIOR II II II II INTERIOR SILL TO BE SET IN A BED OF APPROVED SEALANT T—- 1 1/4" MIN. EMBEDMENT REVISIONS ' DESCRIPTION DATE APPROVED ADDED FIANCE AND FIN INSTALLATION 12/10/13 R.L. REVISED INSTALLATION DETAILS 08/03/15 1 R.L. 1 1/4" MIN. EMBEDMENT I 1/4" MAX. 2 1 /2" a SHIM SPACE MIN. EDGE DISTANCE a 3/16" TAPCON CONCRETE/MASONRY BY OTHERS OPTIONAL 1X BUCK TO BE PROPERLY SECURED SEE NOTE 3 SHEET 1 umx:irj l a EXTERIOR JAMB INSTALLATION DETAIL CONCRETE/MASONRY INSTALLATION 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 2 1/2" MIN EDGE DISTANCE SIGNED: 1012312015 VERTICAL CROSS SECTION D LLCMIWI9oo0LAKEs IIft. CONCRETE/MASONRYINSTALLATION PDOO RSDAYWSLo FLOWER MOUND, TX 75028 J\S v••GENS S,% SERIES 420 SGD REINFORCED WITHOUT ADAPTER D„(+ td+ rt= 96" x 9I AiTEFRAMEINSTALLATIONDETAILSyob,• TAT OF Orumr. DING NO, REV ii S ' O R IOP; •G` i\ 08 B Sc" NTS DATE 10/30/13 SHEET69OF 10 1/2" MIN. r EDGE DISTANCE WOOD FRAMING I 1 3/8" MIN. OR 2X BUCK EMBEDMENT BY OTHERS 1/4" MAX SHIM SPACE 10 WOOD SCREWS EXTERIOR U—U LLU INTERIOR 0 BE SET IN OF VIED SEALANT 10 WOOD SCREW WOOD FRAMING OR 2X BUCK BY OTHERS MIN. RENT EUE,E UIJIAINLt VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK 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 REMPONS DESCR99MN DATE APPROVED ADDED FLANGE AND FIN INSTALLATION 12/10/13 R.L REVISED INSTALLATION DETAILS 08/03/15 R.L. 1 3/8" MIN. 1/4" MAX. EMBEDMENT I SHIM SPACE INTERIOR 1/2" MIN. EDGE DISTANCE n wilil Imi - EXTERIOR JAMB INSTALLATION DETAIL WOOD FRAMING WOOD FRAMING OR 2X BUCK INSTALLATION OR 2X BUCK BY OTHERS SIGNED: 1012312015 MI WI9ooDLAKEs D AYWSDPDOORSLLC FLOWER MOUND, TX 75028 S IIt I IL0 SERIES 420 SGD REINFORCED WITHOUT ADAPTER 96" x 96" 97-- FLANGE INSTALLATION DETAILS 5 020. p ; tDRAW 0`\\ Tlolllnlil l\\ V.L. owc NO. REV08-02249 B%` ZaRlD SSE NTS DATE 10/30/13 S"EET7 OF 10 3/4" MIN. EDGE DISTANCE METAL STRUCTURE BY OTHERS jJ10 SMS OR SELF DRILLING SCREW METAL STRUCTURE BY OTHERS EXTERIOR 3/4" MIN. EDGE DISTANCE VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION 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 1/4" MAX SHIM SPACE 10 SMS OR SELF DRILLING SCREW L TO BE SET IN BED OF PROVED SEALANT 3/4" MII EDGE DISTA L 10 SMS OR SELF DRILLING SCREWS METAL STRUCTURE BY OTHERS I IA" unV REVISIONS REV DESCRIPTION I DATE I PPROVED A ADDED FLANGE AND FIN INSTALLATION 12/10/13 R.L. B REVISED INSTALLATION DETAILS 08/03/15 RL. JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION SIGNED: 1012312015 MI WI D LLC R I I 0, PDOOVR vOOOLAKESIDAWS FLOWER MOUND, TX 75028 J\5 v••GENSF s SERIES 420 SGD REINFORCED WITHOUT ADAPTER 96" x 96"— 0, 6 rF= FLANGE INSTALLATION DETAILS gip' STATE OF DRAWN: DWD NO. REV V.L. 08-02249 B s ONA 11N` s0- NTS DATE 10/30/13 SNEETB OF 10 E 2 1 /2" MIN. EDGE DISTANCE 1 1/4" MIN. e • EMBEDMENT CONCRETE/ MASONRY 1/4" MAX' BY OTHERS SHIM SPACE OPTIONAL 1X BUCK TO BE PROPERLY SECURED SEE NOTE 3 SHEET 1 3/16" TAPCON 3/16" TAPCON MASONRY/ CONCRETE BY OTHERS EXTERIOR II I 1111 INTERIOR SILL TO BE SET IN A BED OF APPROVED SEALANT 1 1/4" MIN. EMBEDMENT VERTICAL CROSS SECTION CONCRETE/MASONRY INSTALLATION REVISIONS DESCRIPTION DATE I APPROVED ADDED FLANGE AND FIN INSTALLATION 12/10/13 R.L. REVI5ED INSTALLATION DETAILS 08/03/15 R.L. 1 1/4" MIN. EMBEDMENT 1/4" MAX. SHIM SPACE 2 1 /2" INTERIOR MIN. ` EDGE DISTANCE 6 3/16" TAPCON CONCRETE/MASONRY BY OTHERS a EXTERIOR JAMB INSTALLATION DETAIL OPTIONAL 1X BUCK CONCRETE/MASONRY INSTALLATION TO BE PROPERLY SECURED SEE NOTE 3 SHEET 1 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 2 1/2" MIN. SIGNED: 1012312015 EDGE DISTANCE - MI WINDOWS AND DOORS LLC IIIIIIIIII/IT,, 1900 LAKESIDE PARKWAY FLOWER MOUND, TX 75028•GENSog,9J+% g \R- Lp SERIES 420 SGD REINFORCED WITHOUT ADAPTER 0 6 = x 96" FLANGE INSTALLATION DETAILS 0 , TAT OF ty\ DRAWN No. REV 0it• Sowc 08 B S/OIIIAI 1%\?\\\` WALE NTS D"'E 10/30/13 sNEET2990F 10 WOOD FRAMING BY OTHERS 1 1/4" MIN. EMBEDMENT APPROVED SEALANT BEHIND FIN 8 WOOD SCREW 1/4" MAX I SHIM SPACE A 7/16" MIN EDGE DISTANCE JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION APPROVED SEALANT BEHIND FIN i 1/4" MIN. EMBEDMENT NB woo0 woo0 SCREW FRAMING BY OTHERS 1 /4" MAX. SHIM SPACE 7/16" MIN j EDGE DISTANCE EXTERIOR INTERIOR VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION FOR SILL INSTALLATION SEE SHEETS 4-9 INTERIOR TRIM REVISIONS REV DESCRIPTION PATE APPROVED A ADDED FLANGE AND FIN INSTALLATION 12/10/13 R.L. B REVISED INSTALLATION DETAILS 05/03/15 R.L. 1 5/8" MIN. EDGE DIST. TRIM a A, e 1 1/4" MIN. INTERIOR EMBEDMENT MASONRY/CONCRETE BY OTHERS I BUCK BY OTHERS, HOOK STRIP 1X BUCK TO BE PROPERLY SECURED El TAPCTAPCON EXTERIOR PANEL INTERLOCK HOOK STRIP INSTALLATION MASONRY/CONCRETE 1/2" MIN. EDGE DISTANCE METAL STRUCTURE 3/4" MIN. BY OTHERS EDGE DISTANCE TRIM 1 3/8 MIN. EMBEDMENT INTERIOR r HOOK STRIP HOOK STRIP N 10 WOOD SCREW E 10 SELF DRILLING SCREW PANEL EXTERIOR PANEL INTERLOCK EXTERIOR INTERLOCK HOOK STRIP INSTALLATION HOOK STRIP INSTALLATION 2X BUCKANOOD FRAMING METAL STRUCTURE 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 SIGNED: 1012312015 MI WI WS D LLC 0///// PDOORY OOOLAKESID9J+' FLOWERMOUND, TX 75028 GENS o 5 *= SERIES420SGDREINFORCEDWITHOUTADAPTER96" x do L NAILFINHOOKINSTALLATIONDETAILS 0 , TAT OF i0 • • AA4, i/s ( ORyQ. DRAWNDINGNO. REV OS— 24 B S. NITS DE 10/30/13 50 0 OF 10 Florida Building Code Online Page 1 of 6 onal'Regiflatio I. BCIS Home I Lop In User Registration i Hot Topics ` Submit Surcharge state s Facts ( Publications FBC Staff BCIS Site Map Links Search Rolld7 Product Approval app r I i USER: Public User Product Approval Menu > PrOdpR or Application Search > Application List > Application Detail FL # FL15279-R4 Application Type Revision Code Version 2014 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 L 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 shamilton@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 R 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 R4 Eouiv 20150319 - FBC - DASMA 108 eauiv.odf FL15279 R4 Eouiv 20150319 - FBC - DASMA 115 eauiv.odf Product Approval Method Method 1 Option A http://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgv-yVVKJZ 1 QR... 9/7/2017 Florida Building Code Online Page 2 of 6 Date Submitted 03/19/2015 Date Validated 06/12/2015 Date Pending FBC Approval Date Approved 06/21/2015 Date Revised 08/10/2017 Summary of Products Go to Page = a FL # Model, Number or Name 15279.1 001 W3-09 DSIE-1A171: 2050, 2051, 2053, 4050, 4051, 4053, 62, 64, 65, 62G, 62LG, 64G, SDP38, SFL38, SRP38, 134, 135, 136, 6130, 6131, 6133 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: +20 PSF/-20 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). 15279.2 002 W3-09 DSIE-1A471: GD1SP, GR1SP, GD1LP, GR1LP, AR1SP, AR1LP, ED1SP, ED1LP, 4132, 2132, 6132, SFC38, MFC38 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). ii O Page l/ 8 10 0 Description 1-3/6" Double -skin Insulated EPS (exterior skin 27 ga. min.; interior skin 29 ga. min.) Single -Car (up to 9'0" wide) WINDCODE® W3 Garage Door Certification Agency Certificate FL15279 R4 C CAC Letter with proof of contract and proof ofinspection.Ddf FL15279 R4 C CAC W3 Listina Intertek.odf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL15279 R4 II 101655-Rev12.Ddf Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: Gallery/Artistry/Expressions: 1-3/8" Double -skin Insulated EPS (exterior skin 27 ga. min.; interior skin 27 ga. min.) Single -Car (up to 9'0" wide) WINDCODEG W3 Garage Door Certification Agency Certificate FL15279 R4 C CAC Letter with proof of contract and proof of insoection.Ddf FL15279 R4 C CAC W3 Listina Intertek.odf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL15279 R4 II 103952-RevOl.Ddf Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: 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'O" wide) HDPL13, 7130, 7131, 7133, 8130, WINDCODE® W3 Garage Door 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/-20 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). 15279.4 004 W3-16 DSIE-1A171: 2050, 2051, 2053, 4050, 4051, 4053, 62, 64, 65, 62G, 62LG, 64G, SDP38, SFL38, SRP38, 134, 135, 136, 6130, 6131, 6133 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). Certification Agency Certificate FL15279 R4 C CAC Letter with proof of contract and proof ofinspection.odf FL15279 R4 C CAC W3 Listina Intertek.odf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL15279 R4 11 104175-Rev0l.Ddf Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 1-3/8" Double -skin Insulated EPS (exterior skin 27 ga. min.; interior skin 29 ga. min.) Double -Car (9'2" to 16'0" wide) WINDCODE® W3 Garage Door Certification Agency Certificate FL15279 R4 C CAC Letter with oroof of contract and Droof ofinspection.odf FL15279 R4 C CAC W3 Listina Intertek.Ddf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL15279 R4 I1 101820-Revl3.pdf Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: http://NA,caw.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgv3yVVKJZ1 QR... 9/7/2017 Florida Building Code Online Page 3 of 6 Evaluation Reports Created by Independent Third Party: 15279.5 005 W3-16 DSIE-1A471: GD1SP, GRI.SP, GD1LP, GR1LP, AR1SP, AR1LP, ED1SP, ED1LP, 4132, 2132, 6132, SFC38, MFC38 Gallery/Artistry/Expressions: 1-3/8" Double -skin Insulated EPS (exterior skin 27 ga. min.; interior skin 27 ga. min.) Double -Car (9'2" up to 16'0" wide) WINDCODE@ W3 Garage Door Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL35279 R4 C CAC Letter with proof of contract and oroof of inspection.DdfApprovedforuseoutsideHVHZ: Yes Impact Resistant: N/A FL15279 R4 C CAC W3 Listing Intertek.pdf 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 R4 II 104028-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: 15279.6 006 W3-16 DSIU-1A171: 9130, Double -skin Insulated PUR (exterior skin 27 ga. min.; 9131, 9133, HDP13, HDPF13, interior skin 27 ga. min.) Double -Car (9'2" to 16'0" wide) HDPL13, 7130, 7131, 7133, 8130, WINDCODE® W3 Garage Door 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 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 R4 C CAC Letter with proof of contract and proof of mspection.pdf FL15279 R4 C CAC W3 Listing Intertek.odf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL15279 R4 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 148B,55S,4RST,6RST,4RSF,6RSFI 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, WINDCODEO W3 Garage 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 windbome 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 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 R4 C CAC Letter with proof of contract and oroof of inspection.pdf FL15279 R4 C CAC W3 Listino Intertek.pdf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL15279 R4 II 101308-Revl2:pdf 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 FL35279 R4 C CAC Letter with proof of contract and proof of inspection.odf FL15279 R4 C CAC W4 Listino Intertek.odf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL15279 R4 II 101652-B-Revll.pdf 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-1F471: GD2SP, Gallery/Artistry/Expressions: 2" Double -skin Insulated EPS GR2SP, GD2LP, GR2LP, AR2SP, (exterior skin 27 ga. min.; interior skin 27 ga. min.) Smgle- AR2LP, ED2SP, ED2LP, 4302, Car (up to 9'0" wide) WINDCODEO W4 Garage Door HDGC, 6202, SFC68, MR Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL15279 R4 C CAC Letter with proof of contract and proof Approved for use outside HVHZ: Yes of inspection.Ddf Impact Resistant: No FL15279 R4 C CAC W4 Listino Intertek.pdf Design Pressure: +28 PSF/-29 PSF Quality Assurance Contract Expiration Date http://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgv3yV VKJZ 1 QR... 9/7/2017 Florida Building Code Online Page 4 of 6 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. 05/21/2028 Installation Instructions FL15279 R4 11 103969-B-Rev02.odf Verified By: Intertek Testing Services NA, Inc. 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 8201,8203 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). 15279.11 011 W4-09 DSIUO-1K479: Canyon Ridge/Brookstone 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 FLIS279 R4 C CAC Letter with proof of contract and proof of inspection.Ddf FL15279 R4 C CAC W4 Listing Intertek.Ddf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL15279 R4 11 104183-RevOl.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 27ga. min.) with Overlay Single -Car (up to 9'0" wide) WINDCODE® W4 Garage Door Certification Agency Certificate FL15279 R4 C CAC Letter with proof of contract and proof of inspection.odf FL15279 R4 C CAC W4 Listing Intertek.odf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL15279 R4 11 104456-RevOl.odf 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`351: 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, GR5SV, AR5S, AR5SV, ED5S, ED5SV Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL15279 R4 C CAC Letter with proof of contract and proof of Insoection.pdfApprovedforuseoutsideHVHZ: Yes Impact Resistant: No FL15279 R4 C CAC W4 Listing Intertek.odf Design Pressure: +25 PSF/-32 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 DOES NOT meet the impact resistant requirement for FL15279 R4 II 300159-5-Revl6.odf windborne debris regions. Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 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. 15279.14 Gallery/Artistry/Expressions: Steel Pan (min. 24 ga.) Single - Car (up to 9'0" wide) WINDCODEO W4 Garage Door Certification Agency Certificate FL15279 R4 C CAC Letter with oroof of contract and proof ofinspection.Ddf FL15279 R4 C CAC W4 Listing Intertek.Ddf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL15279 R4 II 103486-B-RevO8.pdf Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: http://NArww.floridabuilding.org/pr/pr_app_dtl.aspx?parwn=,A,GEVXQvADgv3yV VKJZ 1 QR... 9/7/2017 Florida Building Code Online Page 5 of 6 014 W4-09 SPO-2F449: Grand Harbor, Stone Manor 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-1F171:4300, 4301, 4310, 4400, 4401, HDG, HDGL, HDGF, 66, 66G, 67, 67G, 68, SP200, S17200, 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. Steel Pan (min. 24 ga.) with Overlay Single -Car (up to 9'0"wide) WINDCODEO W4 Garage Door Certification Agency Certificate FL15279 R4 C CAC Letter with proof of contract and proof ofinsoection.odf FL15279 R4 C CAC W4 Listing Intertek,odf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL15279 R4 II 103549-Rev06.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 16'0" wide) WINDCODE@ W4 Garage Door Certification Agency Certificate FLIS279 R4 C CAC Letter with proof of contract and proof of Inspection.Ddf FLIS279 R4 C CAC W4 Listino Intertek.odf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL15279 R4 II 101481-B-Revl3.odf Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 15279.16 016 W4-16 DSIE-lF471: GD2SP, GR2SP, GD2LP, GR2LP, AR2SP, AR2LP, ED2SP, ED2LP, 4302, HDGC, 6202, SFC68, MFC68 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 Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL15279 R4 C CAC Letter with oroof of contract and proof of inspection.ndFApprovedforuseoutsideHVHZ: Yes Impact Resistant: No FL15279 R4 C CAC W4 Listing Intertek.odf Design Pressure: +25.5 PSF/-25.5 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 DOES NOT meet the impact resistant requirement for FL15279 R4 II 104029-B-Rev03.odf windborne debris regions. Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Parry: 15279.17 017 W4-16 DSIEO-11`479: 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-1F171: 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 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 FL35279 R4 C CAC Letter with proof of contract and proof of inspection.pdf FL15279 R4 C CAC W4 Listing Intertek.odf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL15279 R4 II 103046-Rev07.odf Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Parry: 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 R4 C CAC Letter with proof of contract and proof of inspection.odF FL15279 R4 C CAC W4 Listing Intertek.pdf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL15279 R4 11 104169-RevOl.pdf Verified By: Intertek Testing Services NA, Inc Created by Independent Third Party: http://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgv3 yVVKJZ 1 QR... 9/7/2017 Florida Building Code Online Page 6 of 6 comply with the impact resistant requirement for windborne Evaluation Reports debris regions (ref 1609.1.4 FBC). Created by Independent Third Party: 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" to 16'0" wide) WINDCODE® W4 Garage Door Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL15279 R4 C CAC Letter with proof of contract and proof of inspection.pdfApprovedforuseoutsideHVHZ: Yes Impact Resistant: N/A FL15279 R4 C CAC W4 Listing Intertek.pdf Design Pressure: +25.5 PSF/-25.5 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 R4 II 104457-Rev02.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: 15279.20 020 W4-16 PAN-2F153: 73, 1500, Steel Pan (min. 25 ga.) Double -Car (9'2" to 16'0" wide) 75, 190, 84A, 94, 42, 48, 55, WINDCODE® W4 Garage Door 4RST, 5RST, 4RSF, 6RSF, GD5S, GD5SV, GRSS, GR5SV, AR5S, AR5SV, ED5S, ED5SV Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL15279 R4 C CAC Letter with proof of contract and proof of inspection.odfApprovedforuseoutsideHVHZ: Yes Impact Resistant: No FL15279 R4 C CAC W4 Listing Intertek.odf Design Pressure: +24 PSF/-24.5 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 DOES NOT meet the impact resistant requirement for FL15279 R4 II 101711-B-Revl5.Ddf windborne debris regions. Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: Go to Page = 4Z Back Ne:t 0 0 Pagel/ 80 0 Contact Us :: 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.: • 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 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 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 dick here . Product Approval Accepts: Credit Card Safe. http://-.Arww.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQNArtDgv3yVVKJZ 1 QR... 9/7/2017 N IAGE HAW m m IA11a E, Km 1 7 a lw e G Da 12DPAT am. Gmv. LmllAr Oql CHEW HaLluTO MSS AA77V T/1 OAfI IDOC I$f E S I 411I1 ffm= ar•r a2ar a c BQOfPT1111 S. Cmam 2 ! tl TOn oa ooIS 11 1/2012 1 REVISED WIND SPEED TABLE ,OR ASM7-10. r nil I®I lKil1-1a I®I Imi ICI I i 7i iIN inini 100,111 I_--W1- I-,/1 F" WImilw7i 1OWNIMimi OPIONIL °rbin A ` 0 mPE oumE mm LOOT Pawm Doom ler- w 901T TAMED Iwn O MW APPMM I aAY' 1P0i W]W! s1v man IAa< oe I m I SEE SHEET TWO FOR IMPACT RESISTANT CONSTRUCTION DETAIL "A" AND STANDARD CONSTRUCT DETAIL 'B"; TRACK AND JAMB DETAILS. a-Q i m P. E. TEM WESIBBIDD. P. E. 10 DENSITY POLYSTYRENE FOAM NSMITON 1-5/ 18- THICK WITH VINYL MARCELL BACKER (INSULATED MODELS ONLY) 25 GA MIN. GALV. STEEL SKIN WITH A BAKED -ON PRIMER. AND A BAXED-ON POLYESTER TOP COAT APPLIED TO BOTH SIDES OF STEEL SKIN. TIr DOOM Im1 d P M mCl IDIL 101 M IRIA.1[ A .® 161m 00• Am1p TO M 11010E 2 OO A M OIORBc1R MOM Doa[ P' D• m[ Atta-101 v M I r w OOY1mm 1 Oadm colP. ABDa I1a r or .DI D mL A 2 ILO q IOrP 11p001p IpE ROI W.-.aPmOOGLYV R A OAIO II Il Iq ORat G LL LL- LC LC P 1G11 A 1oR v v v v s Clopay Ildfng Products , MASON O 445500440 MDOnV (513) 770-4E00 iM1J1. . . 1i 3' TALL U—BAR 20 Gil GALV. STEEL MN. YMM STRENGTH: 50 KSI 7/B' T 12 GA. GALV. STEEL TOP ROLLER BRACKET. EACH BRACKET ATTACHED W/(4) 14i5 . SHEET METAL 14 GA GAILY. ROLLER HME. EACH HINGE FASTENED TO END STILES WITH ( 4) /140/E' SHEET METAL SCREWS AND (4) 1/4' 113/4' SELF TAPPING SCREWS. SEE VIEW V. 3' TALL . 20 Gk GALV. STEEL U-BARS N A 2- 1-2-1 PATTERN (I.E. TWO U-BARS ON BOTTOM SECTION. ONE U-BAR ON NEXT SECTION), ETC.). EACH U-BAR ATTACHED PWITHER S2 I/ /N. SELF TAPPING SCREWS 13 GA. GALV. LSTEEL OBOTTOM BRACKET. ATTACHED WITH ( 2) /14.5/8' SHEET METAL SCREWS. DESIGN LOADS: + 24.0 PSF k -24.5 PSF TEST LOADS: + 38.0 PSF ! -37.0 PSF PAN-2F153 vo 0 UTDm KAL L" > W 4 1B'Ow IB'O"H 1/3/ 97 LTE=tw T M CLASSIC AND CH RP STEEL PAN JAC DOUBLE - CAR, 16V +24/-24.5 PSF 1 a^ MWW B 1017E t BC Itlm 4F 13 rumR TARMAOE Nabs• RAI1m FAIRL ptam , Ins a FaW"' tLPAT @SS, 4Al.I aw Lil7StextTSA. T'm OAIREA x RWQ• sms 0SSv Om Haw talm6 1 IF IYNO o tAO RLvmO aN !4 mane. 1-t 1 o.a) ImEm uO TO IW6,IOLMIIID n9Dlt WM SA i mMRRTOaMt %MOT 1SAImaP N91 OArACL IIOROIDL A.m ODW. Id6 u• TAELv[ AMOa1 an oN a• m (ELm PE W mntop MAW RIM SUM ANCHORS. a1/4•ER TMgOI ton oN IY Lvrtoe ID OR r RDMI rA vvmmaDRmefMATCOUNTERSUNK1• NK .ASIE]e REQLp) TOD IAMDE AAROIO6LLRMmATTpmASTBurNOT NmtTRANIEETRF tawTw turRva t w Nor tau. IS7a m DAMR TW-tft. A tlDSED DENOW FROFESSOMIL MAY AIlO KOVLDIm m IIv1oR AIIOOIAE netooa AAD/lE JAB COSOtAvam PTmIf1DtRN N. A1Ate r STOP mIwaMDMOOIM7W111 (1l1 G fa faun pm e rm - IOL Ylv. Sim oD SNl SDM SKY. STEEL Ma. STEE s IMPACT RESISTANT ASSEMBLY DETAILS DRAWING 101711-A SECTION BB(IMPACT-RMI A C ING O ON1B-B (IMPACT- OC a:Dl Tr aln1 tKCPUDM ra- rtiRlwrs tRnx Sao TYS ERv I uTOD. rRnE RO naE4 TsmMnt[ r1m norlc QTSLDI Om Slel ANO IRA¢ rSRCr IISDYtT a¢a[ rRmoR a (1) p t]EA/4' M HEAD MKN wR oMwaMw4iE tmR w r OAzm An FMNE NB ARC: STTM em H= aW WACT-t IinaE]dTS (M. OWTE11 11 STANDARD ASSEMBLY DETAILS DRAWING 101711-D SECTION B-B (NON -IMPACT RESISTANT GLAZING OPTIONI FRONT FRAME KTIM tiv. O TM ON OU SIVE ttmACE NOTE THAT FRONT FRAME a 91WM THAN l nuu TRANS. aAatO MCI= ROCS LIFE RTA003L 63/ 4- TAN Npu tae.. STANDARD ASSFJNIBLY CONSTRUCTION: onoMAL SSE o9 a 1 ACYRUC 11ID AruAM, PrCNAL AGYUC B FLASIDOIF WTIX OR tIIOTE P APPROVED CCS NASTC N ACWMM= RIM ObRSC THE ENISE DOOR ASSEMBLY INSTILLED B C0bVUA KE SRN TM SEC" FELTS TIE SSD LOAD FWARQeLiS P THE NIDmA RODDO OWE OR WIwU1CNAL SUtDta LOOC SIII D Li1@ IQf ra WA RpiShcT IWOLm1Ort FOR SE e DENNIS IiD10NN0 RA. CHAPTER it I1C/bC). SHEET 2 OF 2 1 _ DATE RIM ONE Vu•n tea SOEK 11 p-p R F' OI SRram. u a aLv. Toot pat 7 it' L0. P IERCE FASTOED m R trmR1101DqONEfff[1Gn r DILv. STEEL TRACE FASIOm ro 14 m RRv. AOLO1 mm pal NEC[ 17 a MI. SNm TRAC R INiRR tSINR OW t 4 d/ SFQ a rerun FASTENED A Om STM STNt (4) AND (4) 114•u% • a a TSD t/s• W E1[TS ml r tlOs ST to CALL SIIOR ff[Y Sim IIOIa SITN rm an NrtaN Toe JTe Dm71 Or THE SLIPPO TIND STRIOL AELEMENTS $K4L SE THE E40BolIT0MHOFfIRormmFORTHESLIAaonSRNCM AID 0 ACCORDANCE SITN OASOII SIDDND DOG] FOR THE LOW Law OS M ORAM4 C P.E. DAtI MM' TRACK CONFIGURATION ABOVE THE DOOR OPENING D06 NOT AFFECT THE WIND LOAD RATING OF THIS DOOR. HXIZDN 1 aw a (proSFA r 1ALL DOee ND UROEIR iS a MV. STEEL Ma MPaRT. at p Smp ELM SRN F.J.MAD ODi TOP BRACKET OOI18lE HORQOMAL It) Ir.t-!/r nODD TRACK x 82OLMIL- muz LOr RIEAngMY OPTION r STEEL. @1. m T p M. 7-1X-11 G CALF. 9Im TRIIOI 9RIaD3. 66a ( 4) TRACK Wt%CK S POI SM I® mA . TRACKEr GOKIoAllal lm vlR* T1IRlDaEDomoariui LA O1Lv. STEEL rtSRACmN t ranD TO WASTTNMfi1%1 LAD Ds rDLv.fImTRACKjmm 01 VProLO icI ri11 Srn OmE T.. EELLTsFtaDAL"7Ky A 1RAOE0 Fa mero1r1SDSmNIIliOAID 7RACR Rmroo®aOa mm FOR DODO DAN 1• Tr-0. WK TKCK oBRr.TluanR ORAL ROT ctO® NAIOItY WIND P"mmm CLT rXim FOR NEW DUAL F ROD. DESIGN LOADS: +24.0 PSF ! -24.5 PSF TEST LOADS: +35.0 PSF A -37.0 PSF MPG: PAN-2F153 VMOaAD RA77N0 W4 MAR. 1 fmi 1e'O'W R IB• o- H Clopay w A 1/3/97 TMM Building ProductsMASONOH4B504pCLASSICANDCHRP STEEL PAN DOUBLE -CAR, 18' W +24/-24.5 PSF MAW . 11 JAC Com an (513) 770-4E00 IEUVDIGRARBDDvDACh— E N.1Y. AS MAIM Rw..L aEx® MWW B 101711 IBC Florida Building Code Online Page 1 of 3 C BUS Home Lop In I User Registration Hot Topics Submit Surcharge stets 6 Facts ; Publications FBC Staff BCIS Site Map Links Search b a r Product ApprovalOld• • USER: Pubbc User Product Aoproval Menu > Product or Aoollca[lon Search > Application List > Application Detall FL # FL17499-R1 Application Type Revision Code Version 2014 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 Ext 2560 bsitlinger@miwd.com Brent Sitlinger bsitlinger@miwd.com Windows Single Hung Certification Mark or Listing American Architectural Manufacturers Association Steven M. Urich, PE 1Z Validation Checklist - Hardcopy Received Standard Year AAMA 506 2008 AAMA/WDMA/CSA 101/I.S.2/A440 2008 Method 1 Option A 07/19/2016 08/05/2016 08/05/2016 http://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgtCUGgvj Qiz6BP... 9/7/2017 Florida Building Code Online Page 2 of 3 Summary of Products FL # Model, Number or Name Description 17499.1 185 SH 5202 Fin/Flange Frame IG/SG Impact Single Hung Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FI-17499 R1 C CAC MI Windows - 185 SH (Fin) Impact 2).odfApprovedforuseoutsideHVHZ: Yes Impact Resistant: Yes FL17499 R1 C CAC MI Windows - 185 SH (Fin) Impact 3).odfDesignPressure: +55/-55 Other: R-PG55, Missile Level D, Wind Zone 3. Glass to be FL17499 R1 C CAC MI Windows - 185 SH (Flange) Impact 2).DdfbeddedinPecora896sealant. FL17499 R1 C CAC MI Windows - 185 SH (Flange) Impact 5).pdf Quality Assurance Contract Expiration Date 10/10/2018 Installation Instructions FL17499 R1 II 08-02544A.pdf Verified By: Luis R Lomas PE 62514 Created by Independent Third Party: Yes Evaluation Reports FL17499 R1 AE 513320A.Ddf Created by Independent Third Party: Yes 17499.2 185 SH 52x84 Fin/Flange Frame IG/SG Single Hung Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17499 R1 C CAC APC(13362)E1725.01-109-47-RO 185 SH(FLG waiver)5-8IG 1-8A 52 1-8X84 R60(100918).DdfApprovedforuseoutsideHVHZ: Yes FL17499 R1 C CAC MI Windows - 185 SH (Fin) (10).DdfImpactResistant: No FL17499 R1 C CAC MI Windows - 185 SH (Fin) (9).DdfDesignPressure: +60/-60 FL17499 R1 C CAC MI Windows - 185 SH (Flange) (9).odfOther: R-PG55 Quality Assurance Contract Expiration Date 10/09/2018 Installation Instructions FL17499 R1 II 08-02546A.DdF Verified By: Luis R Lomas PE 62514 Created by Independent Third Party: Yes Evaluation Reports FL17499 R1 AE 513322A.Ddf Created by Independent Third Party: Yes 17499.3 185 SH 36x84 Fin/Flange Frame IG/SG Impact Single Hung Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17499 R1 C CAC MI Windows - 185 SH (Fin) Impact 4).DdfApprovedforuseoutsideHVHZ: Yes Impact Resistant: Yes FL17499 R1 C CAC MI Windows - 185 SH (Fin) Impact (5) Done.pdfDesignPressure: +55/-55 Other: R-PG55`, Missile Level D, Wind Zone 3. Glass to be FL17499 R1 C CAC MI Windows - 185 SH (Flange) Impact 3).DdfbeddedinPecora896sealant. FL17499 R1 C CAC MI Windows - 185 SH (Flange) Impact 4).Ddf Quality Assurance Contract Expiration Date 10/17/2018 Installation Instructions FL17499 R1 1I 08-02545A.odf Verified By: Luis R Lomas PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17499 R1 AE 513321A.Ddf Created by Independent Third Party: Yes 17499.4 185 $H 52x72 Fin/Flange Frame IG/SG Single Hung Laminated Glass Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17499 R1 C CAC APC(13361)E1726.01-109-47-RO 185 SH(FLG waiver).odfApprovedforuseoutsideHVHZ: Yes Impact Resistant: No FL17499 R1 C CAC MI Windows - 165 SH (Fin) (11).odf FL17499 R1 C CAC MI Windows - 185 SH (Fin) (12).DdfDesignPressure: +60/-60 FL17499 R1 C CAC MI Windows - 185 SH (Flange) Other: R-PG60 10).Pdf Quality Assurance Contract Expiration Date 10/08/2018 Installation Instructions FL17499 R1 II 08-02549A.pdf Verified By: Luis R Lomas PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17499 R1 AE 513327A.0f Created by Independent Third Party: Yes 17499.5 185 SH 36x84 Fin/Flange Frame IG/SG Single Hung Laminated Glass http://www. floridabuilding.org/pr/pr_app_dtl.aspx?paraTn=wGEVXQwtDgtCUGgvj Qiz6BP... 9/7/2017 Florida Building Code Online Page 3 of 3 Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17499 R1 C CAC APC(13363)E1729.01-109-47-RO 185 SH (FLG waiver).odfApprovedforuseoutsideHVHZ: Yes Impact Resistant: No FL17499 R1 C CAC MI Windows - 185 SH (Fin) 13).odf FL17499 R1 C CAC MI Windows - 185 SH (Fin) 14).odfDesignPressure: +60/-60 FL17499 R1 C CAC MI Windows - 185 SH (Flange) Other: R-PG60* 11). odf Quality Assurance Contract Expiration Date 10/17/2018 Installation Instructions FL17499 R1 II 08-02550A.odf Verified By: Luis R Lomas PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17499 R1 AE 513328A.Ddf Created by Independent Third Party: Yes 17499.6 185 Triple SH 11102 Fin Frame IG/SG Single Hung 11002 Flange Frame IG/SG Single Hung Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17499 R1 C CAC MI Windows - 185 SH Triple Fin) 3).DdfApprovedforuseoutsideHVHZ: Yes Impact Resistant: No FL17499 R1 C CAC MI Windows - 185 SH TriDle Fin1 41.)dfDesignPressure: +50/-50 Other: R-PG50* FL17499 R1 C CAC MI Windows - 185 SH Triple Flange) 31.)df FL17499 R3 C CAC MI Windows - 185 SH Triple Flange) 41.odf Quality Assurance Contract Expiration Date 10/20/2018 Installation Instructions FL17499 R1 II 08-02548A.Ddf Verified By: Luis R Lomas PE 62514 Created by Independent Third Party: Yes Evaluation Reports FL17499 R1 AE 513324A.odf Created by Independent Third Party: Yes 17499.7 185 Twin SH 30602 Fin Frame IG/SG Single Hung 10502 Flange Frame IG/SG Single Hung Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17499 R1 C CAC MI Windows - 185 SH Twin (Fin) 3).0fApprovedforuseoutsideHVHZ: Yes Impact Resistant: No FL17499 R1 C CAC MI Windows - 185 SH Twin (Fin) 4).odfDesignPressure: +45/-45 Other: R-PG45 FL17499 R1 C CAC MI Windows - 185 SH Twin (Flange) 3),odf FL17499 R1 C CAC MI Windows - 185 SH Twin (Flange) 4 . df Quality Assurance Contract Expiration Date 10/20/2018 Installation Instructions FL17499 R1 II 08-02547A.odf Verified By: Luis R Lomas PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17499 R1 AE 513323A.odf Created by Independent Third Party: Yes Back Neill Contact Us :: 2601 Blair Stone Road, Tallahassee FL 32399 Phone: 850-487-1824 The state of Flonda is an AAIEEO 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 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: DER® Credit Card Safe http://www. floridabuilding. org/pr/pr_app_dtl. aspx?param=wGEVXQwtDgtCUGgx,j Qiz6BP... 9/7/2017 1,101 ES. THE PRODUCT SHOWN HEREIN IS DESIGNED AND t:ANUFACTURED TO COMPLY WITH F.'EL:-UIREMEtITS• OF THE FLORIDA EIUILDINO CODE INCLUDING THE HVHZ 2. WOOD FRAMING AND M SONRr iJr-OrTO BE DESIGNED AND AFCHORED TO PP.OPERLY TRAN`_•- ER ALL LOADS TO STRUCTURE. FRAMING AND MASONPY OPENING IS THE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD. 1X RUCK OVER M.ASONRI'jCONCRETE IS OPTIONAL. 4 :' HERE SHIM OR BUCK THICKNESS IS LESS THAN 1-1/2" WINDOW UNITS MUST BE ANCHORED 111:000I1 1tIL FRAME IN ACCORDAIJ-,C WITH MANVIACTURER'S PUULISIIED IdSTALUATION INSTRUCTIONS, ANCHORS SHALL BE SECURELY FASTENED DIRECTLY INTO MASONq' Y, CON;REIE OR OTHER STRUCTURAL SUBSTRATE MATERIAL 5 WHE:%E WOOD BUCK THICKNESS IS 1-1/2" OR GRFATER. LUCK 511ALL BE SECURELY FASIENCD 10 MA• ' IRY. CCNCREIE OR OT;ICR STRUCTURAL SUBSTRATE. WINDOW UNITS MAY RE ANCHORED THROUGH FRAME TO SECURED `FOOD BUCK IN ACCORDANCE WITH I. IANUFACTUREP.'S PUBLISHED INSTALLATION INSi RL1CIlONS 6 i1'IIERE 11. BUCK IS 1401 USED DISSIMILAR MATERIALS MUST BE SEPARATE() WITH APPROVED COATING OP. MEMBRANE. SELECTION OF COATING OR MEMBRANE I , THE P.ESrONSIRILIT'i OF THE ARCHITECT OR ETJGINEEI? OF RECORD. 7. RUCKS SHALL EXTEND BEYOND W1ND0VN INTERIOR FACE SO THAT FULL FRAME SUPPORT IS PROVIDED- S. FOR FIN INSTALLATION SHIM AS NEEDED. FOR FRAME INSTALLATION_ SHIN AS REOUIRED AT EACH ANCHOR LOCATION :dITH LOAD BF-ARTIJG SHIM. SHIM WHERE SPACE OF 1/16" OR GRCATrR OCCURS MAXIMUM ALLOWABLE SHIM STACK TO BE 1/4". SINS SHALL BE I.:)CATED, AF1'l1ED AND MADE, FROM MATERIALS AND THICKNESS CAPABLE OF SUSTAINING APPLICABLE LOADS. 10 WIND LOAD DURATION FACTOR Ccl= 1.6 WAS USED FOR :'HOOD ANCHOR CAL-_UIJ..TIONS. I FRAME MATERIAL' EXTRUDED RIGID PVC 12 UNITS MUST BE GLAZED PER ASTM L1300-04/09, SEE SHEET 14 FOR CLASS DETAILS 13 APPROVED IMPACT PROTECTIVE SYSTEM IS NCT REOI IJ RCDFORTHISPRODUCTIIJWINDBORNE DEDPIS REGIONS. 14 FOR .ANCHORING THYOl1GH Fitt INTO WOOD FRAIAING OR 2X BUCK USE 18 'NOOD SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 1''I" M11vI.1UM EMBEDMENT INTO SUBSTRATE. LOCATC ANCHORS AS SHOWN IN ELCVADON'S AND INSIA.LLATICN DCTA.ILS. at VI5M7 I REV I OF%CRUMON I DATE I u--,OVED I A I RUOSED ANCHOP. SPA-IHC k CHARTS 1 07/ 1 I;'20161 RL 1 15. FOR AIJC'HORING THROUGH FRAME INTO WOOD FRAMING OR 2X BUCK USE N1O WOOD SCRE% 16 WITH SUFFICIENT LENGTH TO ACHIEVE A 1 1/" . MINIMUM EMBEDMENT INTO 3UBSIRA. 1L. LOCATE ANCHORS AS STIOWN IN ELL':ArIONS AND INSiALLATON DETAILS. 16 F-OR ANCHORING THROUGH FRAME INTO MASONRY/COIICRETC USE 3/16" IAPI;QNS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 1 /4" MINIMUM EMBEDMENT INTO SUBSTRATE VNITII 2 1/ 2" WINIMUM EDGE DISTANCE LOCATE ANCHORS As SHOWN IN ELEVATIONS AND INSTALLATION DETAILS 17. FOR ANCHORING THROUGH FRAME INTO METAL ':TRUCTURC USE 10 SMS OP SELF DRILLING SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE 3 THREADS VINIMUM BE (011D STRUCTURE INTE?IOR WALL. LOCATE .ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLA110N DETAILS. Ica ALL FASTENERS TO BE CORROSION RESISTANT. I') INSTALLAFILI J ANCHORS SHALL BE INSTALLED RJ ACCORDANCE WITH ANCHOR MANUFACIUHER' S INSIALIATION INSTRUCTIONS AND ANCHORS SHALL NOT 13E L3EiCU IN SUBSTRATES WITH STRENGTHS LESS THAN THE MINIMUM STRENGTH SPECIFIED BELOW: A WOOD' LIINIMUM SOCCIFIC GRAVITY OF G=0.42 B. CONCRETE MINIMUM COMPRESSN E SIRENGIH OF 7,000 PSI MASONRY: HOLLOW] FILLED BLOCK PER AS'IM C90 WITH F rn=2,000PSI MINIMUM Di. METAL STRUCTURE:STEEL 180A. (.048") F1=33KSI,%FU=52KSI OR ALUMINUM 6063—T5 FU=30KSI .048" THICK Miltilmum I TABLE OF CONTENTS 1 SHEET 1`10.1 DESCRIP11014 I 1NOTES2 — 1 1 CLEVAT ONS 5 — 13 1 INSTALLATIO•`! DETAILS 14 1 COMPONENTS MI WINDOWS AND DOORS 650 WEST MARKET STREET GRATZ, PA 17030-0370 SERIES 185 ALUMINUM SINGLE HUNG WINDOW 52" X84' NON —IMPACT NOTES N. G. 08-02546 NTS 1-- 12/09/14 NJ11 OF 14 SIGNED: 0711212016 S R I IL o //'/ p ; SAT 5E OFA s/0NA11Stx 52" MAX FRAME 'IDTII 2" MAY 16" _..{ MAY. 0 C. I r 15" MAX D.C. 14.E IIAX AMC IGFIT I Xr 2" MAX 185 ALUMINUM SINGLE HUNG WINDOW 2" MAX 52" MAX FRAME R'IDTH 15" MAX O.C. 2" MAX 2" I IF" t+fAX T_ I 4" AA.{ FRAME HEIGHT j Q X i 185 ALUMINUM SINGLE HUNG WINDOW EXTERIOR VIEW DESIGNER EXTERIOR VIEW FLANGE & FINLESS INSTALLATION FLANGE & FINLESS INSTALLATION WITHOUT FILLERS WITHOUT FILLERS SEE CHART d I FOR SMALLER UNITS REQUIRED ANCHORS SEE CHART al1 FOR SMALLER UNITS REQUIRED ANCHORS DESIGN PRESSURE RATING IMPACT RATING t60.0PSF NONE NOTE5: I. MAXIMUM SASH SIZE- 51" X 36". 2. MAXIMUM SASII D.1.0: 4.1 5/8" X 32 1/2". 3. MAXIMUM FD',rD D.L.O 49 114" X 45". HARDWARE SCHEDULE METAL SWEEP LOCK AT 8" FROM EACH END INTERIOR MEETING RAIL BLOCK AND TACKLE BALANCE AT JAMBS RL s o11s . DE:.CRiRT101: I DATE I A'PROYED PEVISED ANCHOR SPACING & CHARTS 07/1 1/20161 R.L. CHART N1 UNITS INSTALLED WITHOUT FILLERS Number of anchor location. required Frame Frame Width (In 1600 1 24.00 30.00 3a 00 42.00 4a00 52.00 height 1In1 Hood Jamb Head Jamb Head Jamb Hood Jamb Head Jamb Head Jamb Head Jamb 2 3 3 3 3 3 3 3 4 3 4 3 4 3 2 3 3 3 3 3 3 3 4 3 4 3 4 3 2 3 3 3 3 3 3 3 4 3 4 3 4 3M48.00 2 4 3 4 3 4 3 4 4 4 4 4 4 4 2 4 3 4 3 4 3 4 4 4 4 4 4 4 2 5 3 5 3 5 3 5 4 5 4 5 4 5 2 5 3 5 3 5 3 5 4 5 4 5 4 5 2 5 3 5 3 5 3 5 4 5 4 5 4 5 7200 2 6 3 6 3 6 3 6 4 6 4 6 4 6 78 00 2 6 3 6 3 6 3 6 4 6 4 6 5 6 M.00 2 6 3 6 3 6 3 6 4 6 4 7 5 7 MI WINDOWS AND DOORS 650 WEST MARKET SIREEI GRATZ, PA 17030-0370 SERIES 185 ALUMINUM SINGLE HUNG WINDOW 52"X84" NON —IMPACT FLANGE do FINLESS ELEVATIONS DR=WR: vA; Ro. N.G. 08-02546 7_ NTS °A'E 12/09/14 91EIT2 OF 14 SIGNED: 0711212016 Vt.. I IL EN3F9': q0 5 0 R1aP • A ssL0N11E0G\ E K. FIR HE 52" MAX FRAME WIDTH -- 2" MAX _ - 16" MAX - 2" MAXr ; D.C. -1 1 I i II I6" MAX 0 C. 4;< I UJ F_ BHT I X II I_ F 52" tax FRAME WIDTH — 2' MAX - j 16" MAX 2" I (AX 2 1151" MAX OC.0 4 MAX FRAME HEIGHT 4 4 X 185 ALUMINUM SINGLE HUNG WINDOW 185 ALUMINUM SINGLE HUNG WINDOW EXTERIOR VIEW DESIGNER EXTERIOR VIEW FLANGES FINLESS INSTALLATION FLANGES FINLESS INSTALLATION WITH FILLERS WITH FILLERS SEE CHART #2 FOR SMALLER UNITS REQUIRED ANCHORS SEE CHART #2 FOR SMALLER UNITS REQUIRED ANCHORS DESIGN PRESSURE RATING IMPACT RATING 16O.OPSF NONE. IIOTE5. I. 1,4A.XIMUTA SASH SIZE: 51" Y. 36". 2 hit,'KIMUM SASH D.L 0. 4-1 5/8" X 32 1/2". 3 rd4FIMUId FIXED D.L 0.' 49 1 / X 45". HARDWARE SCHEDULE SWEEP LOCK AT 8" FROM EACH END I AND TACKLE BALANCE AT JAMBS Rr.islorr., ' DE:CF.IRWk I EWE I APRRM[l REVISED A14CH-JR SPAC114C k CHARTS 1 07/11/201651 RL. CHART #2 UNITS INSTALLED WITH FILLERS Number of anchor locations required Frama Frame Width (In) Height [In) fe.00 24.W 30.00 3600 4zoo 48.00 szoo Hcad mbJa Heed IJ&mb Head Jamb Head Jamb Head Jamb Head Jamb Head Jamb 24.00 2 1 3 3 1 3 3 3 3 3 4 3 4 3 4 3 30.00 2 1 3 3 3 3 3 3 3 4 3 4 3 4 3 3e.00 2 3 3 3 3 3 3 3 4 3 4 3 4 3 4200 2 4 3 4 3 4 3 4 4 4 4 4 4 4 4e.00 2 4 3 4 3 4 3 4 4 4 4 4 4 4 5400 2 5 3 5 3 5 3 5 4 5 4 5 4 5 60.00 2 5 3 5 3 5 3 5 4 5 4 5 4 5 6800 2 5 3 5 3 5 3 5 4 5 4 5 4 5 M 2 6 3 6 3 6 3 6 4 6 4 6 4 6 78D0 2 6 3 6 3 6 3 6 4 6 4 6 4 6 e4.00 2 6 3 8 3 6 3 6 4 6 4 6 4 6 SIGNED: 0711212016 MI WINDOWS AND DOORS 650 WEST MARKET SfREEI rj R• L 1j//// GRATZ, PA 17030-0370 GENS 9S/ SERIES 185 ALUMINUM SINGLE HUNG WINDOW 52"X84" NON -IMPACT LFINLESS ELEVATIONS Tr-_*e= evFLANGEAfit•• 0 SS/ NO' c(ORI P• N. G.7A; N. G. 08-02546 A ONAl1\\\ C": NTS LA:C 12/09/14 `"r-1T3 OF 14 7,2" MAX FRAME WIDTH — 2" MAX i 0" - - I--- MAX 0 C. r 2 t 0" AxMJOO.C. T- MAX FRAME HEIGHT Ul X 7 2" MAX f Fl HE 52" I.+ X FRAME WIDTH — 2" MAY r-1- MAX4. 1 2": 10" MAX OA.C. T- 1 IC" IA.A AME IGHT 4 X I 2' MAX 185 ALUMINUM SINGLE HUNG WINDOW 185 ALUMINUM SINGLE HUNG WINDOW EXTERIOR VIEW DESIGNER EXTERIOR VIEW FIN INSTALLATION FIN INSTALLATION SEE CHART #3 FOR SMALLER UNITS REQUIRED ANCHORS SEE CHART N3 FOR SMALLER UNITS REQUIRED ANCHORS DESIGN PRESSURE RATING IMPACT RATING t60.OPSF NONE NOICS: 1. MAXINUM SASH SIZE, 51 X 'SG" 2 W%XIMUM SASH O L.C.• 47 5/8" X 32 1/2" 3. MAXIMUM FIkED U.L.O.. 49 1/4" .t 45". HARDWARE SCHEDULE METAL SWEEP LOCK AT8" FROM EACH END BLOCK AND TACKLE BALANCE ATIAMBS FE serls ' DE.'.CDIPTION MTE :PPSD REVISED ANCHOR SPACING k CHARTS 1 ()7/1 1/201 FI PL. CHART #3 Num bar of anchor locations required Fan1a IYlpht (In) Frame Width (In) 1l.00 N ItS Jamb 11.00 H3S Jamb 30.00 H6S Jamb 36.00 HdS Jamb 42. jJamb HItS Ia.00 H!S Jamb 52.00 His Jamb 24.00 3 3 3 3 4 3 5 3 5 6 3 5 3 30.00 3 a 3 a a 4 5 a 5 6 4 6 a 36.00 3 5 3 5 4 5 5 5 56 5 6 5 4LOO 3 5 3 5 a 5 5 5 5 6 5 6 5 1l.00 3 5 3 6 a 6 5 6 5 6 6 6 6 54.00 3 6 3 6 4 6 5 6 5 6 6 6 0 6000 3 7 3 7 a 7 5 7 5 6 7 8 7 66.00 J 6 3 B 4 5 5 8 6 6 72W 3 3 6 a 6 5 a 5 0 6 78.00 3 9 3 9 4 B 5 9 5 Eli 69l1.00 3 9 3 9 40 5 B 5 0 B MI WINDOWS AND DOORS 650 WEST MARKET STREEF GRATZ, PA 17030-0370 SERIES 185 ALUMINUM SINGLE HUNG WINDOW 52"X84" NON -IMPACT FIN ELEVATION OR. vm' N.G. 08-02546 uNE NTS I D"`L 12/09/14 1WElT4 OF 14 SIGNED: 0711212016 Vt.. tIo A'/// G E N SF qd 80'A SEOF T/ONA 11E o,,, WOOD FRAMING OR 2b' BUCK UY OTHERS HACKER ROD k APPROVED SEALANT EXTERIOR BACKER ROD AP^ROVED SEALANT WOOD CRA.MING OR 2x BUCK BY 0IHERS 1/2" MIN EDGE DISTANCE 1 1; 4" MIN EMPFOMEN1 1/4" MAX. SHIM SPACE 10 WOOD 5CREW INTERIOR SILL TO BE SET IN A BED OF APPROVED STRUCTURAL SEALANT 1/4" MAX SHIM SPACE Ii 114 b1iN EDGE DISTANCE METAL STRUCTURE Bi OTHE APPROVED SEALANT EXTERIOR BACKER ROD — w• APPROVED \ SEALANT METAL-',", BY OTHERS t e 1/4- MAX. SHIM SPACE 13 OR RILLING atvlslorr ' jA REVISED ANCHOR SPACING k CHARTS 07/11/201F R.L. 1 1/4" MIN. 1 /4" I.W4. EMBEDMENT SHIM SPACE i 1/2- INTERIOR MI141J EDGE DISTANCE 10 WOOD SCREW WOOD FRAt.11NG OR 2X DUCK EXTERIOR DY OTHERS ROD eceAPPROVED cAPPROVEDS EALAIJ T JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION 1/ 4" MAX. SHIM SPACE 17HO SIAS OR SELF DRILLING INTERIOR SCREWS A J 3/ 4.. MIN. SILL TO BE SET EDGE IN A 0E0 01 CIST NCE APPROVED STRUCTURAL SEALANT METAL STRUCTURE 1/ 4" MAX. BY OTHERS SHIM SPACE EXTERIOR L BACKER ROD k . APPROVED SEALANT JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION SIGNED: 0711212016 VERTICAL CROSS SECTION WOOD FRAMING INSTALLATION MI INDOTWS AND IlLo OR2XBUCKVERTICAL CROSS SECTION KET$DOORS 1REEF,,+ R METAL STRUCTURE INSTALLATION GRATZ, PA 17030-0370 V •GENS"9Ui NOTES: SERIES 185 ALUMINUM SINGLE HUNG WINDOW 0 6 •#-_ 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 52X84 NON —IMPACT FLANGE INSTALLATION DETAILS WITHOUT FILLERS O AT O Ft4 2. TO BE tut<wN: I,e atv s t; S ,'c[ DESIGNED IN IN ACCORDANCELV TH ASTME2E 2S N.G. 08 A i 6/O c02546 Mr[ NTS12/09/14 5 OF 14 L 2 1/2" MIN. EDGE 15131ANCE CONCRETE/bIASONRr ---'— — — BY OTHERS OPTIONAL 1'9 EUC. - • ° 1 t/a" A71N. SEC NOTES 3 — 7 '., EMBEDMENT SIICCT 1 1 /4" MAX. BACKER ROD SHIM SPACE it APPROVED SEALANT him, 3/ 16" TAPCON II EXTERIOR F rr INTERIOR J 1 BACKER. ROD Ec APPROVED SEALANT \ OPTIONAL I X BUCK SEC NOTE 3 — 7 SHEET 1 CONCRETE/lAASOtIRY UY OTHCRS F II ll /— SILL TO BE SET I'w INABED O'" APPROVED STRUCTURAL SE. AU%NT V1 / 4" MAX. F SHIM SPACE 14 VERTICAL CROSS SECTION CONCRET& MASONRY INSTALLATION 1 t/a" r.11r1, EMBEDMENT CONCRETE/ MASONRY BY OTHERS t- i 3/ 16" TAPCOhI • ' 2 1/2" MIN. .. EDGE a DISTANCE PEMS[ INr . I REVDESCRIPPCNDATEAPPPDv[D A I REVISED A14CIlOR SPACING k CHARTS 07/11/7016 PL 114.. MAX. SHIM SPACE INTERIOR I ` BACKER ROD EXTERIOR 1:- APPROVED OPTIONAL 1 X BUCK — `>EALAN i SEE NOTES 3 — 7 SHEET I JAMB INSTALLATION DETAIL CONCRETEIMASONRY INSTALLATION 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: 0711212016 Msso WINDOESTWS ti1P. 'to KNDSTREETSETr GRATZ, PA 17030-0370 GENS SERIES 185 ALUMINUM SINGLE HUNG WINDOW tk• 0/y 5 *= 52ATION NON IIMPACT FLANGEINSTALLATIONDETAILSWITHOUTFILLERS o (AT OF p AT OF uRA, n,: UrA, I.o. Rrv•:°(IO;••t'' O . 4i OR AL1? 6```\ 085025660E A v= G 1JT5 OAT 12/09/14 14 1/2" (AIN EDGE DISTANCE WOOD FRr;MIIJG — i 3/4'' MIN c BUCKOR .' BUCK I I EDGE DISIANCE UY i ' 1 1/4 " MIN. METAL 1 F:AiSEf?FAENT STRUCTURE M OTHERS 1/4" MAX. SHIM SPACE i 1 HACKER ROD 1 1!4" MAX. SEALANF SHIM SPACE APPRO`:CO — RI+Sif? J y t 0 WOOL` 5CI?Ev+ SEALANT FILLL"R RIGID rILLER RID sMs OR SELF GRILLING SCREW INTERIOR EXTERIOR Ir- li 'Z _ EXTERIOR J I SILL TO BE SETINABEDOF APPROVED I STRUCTURAL BALAP^ROVEDKER ROD I SCALANI al SEALANT 1/4" MAX. BACY.ER ROD SHIM SPACE APPROVED SEALANT WOOD FRAMING OR 2x SUCK BY ONiEr.S META STRUCTUR BY OTHER VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK 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 INTERIOR VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION SILI. TO BE SET IN A BED OF APPROVED STRUCTURAL SEALA;JT 1/4" MAX. SHIM SPACE REVISJOM RD DESCMI'DON DAIE ARRa(ALD REVISED NJCIiOR SPACING k CHARTS 07 1 1 '20 161 RL. 1 1/4" MIN. 1/4" MAX. EMBEDMENT SHIM SPACE i 1 ! MIN INTERIOR IJ EDGE DISTANCr_ \ N 10 WOOD 14,000 FRAMING ` OR 2X BUCK EXTERIOR BY OTHERS 14 1, _ RJU RIGID fc AFPROVED FILLER SULAIJI JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION HETAL I /•C' Max STRUCTURE - - SHIM SPACE BY OTHERS g 10 SMS OR — INTERIOR SELF DRILLING SCREWS \ MInnn 3/4" MIN. EDGE UIS EXTERIOR RIGID - BACKER ROD CILLER A APPROVED SEALANT JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION SIGNED: 0711212016 MIWINDOWSDOORSTREET lWESTREILIo i// MARKEDNs GRATZ, PA 17030-0370 r••G •U+ Oy6 5 4= A SERIES 185 ALUMINUM SINGLE HUNG WINDOW*• 5LI NON -IMPACT FLANGE 11JSTALLATLATION DETAILS WITHFILLERS O ` TATOFs 0 R10*'GN`\\ CROWN: Ii:M NC RfV 08 A s/Oflln111?\\`\ 502576OF14AIr- 1JT5 DA'r 12/09/14 L 2 1/2" MIN. DOE DISTANCE CONCRL-fE%MASONRY BY OTHERS a a 01`110I4AL 1X BUCK — n e 1 i/4" MIN. SEE NOIES 3 - 7 EMBEDMENT 1/4" MAX L'ACKEIt ROD SHIM ;PACE F APPROVED SEAL4Ni i RIGID J \ FILLER 3/16" TAPCON EXTERIOR INTERIOR I B.ACkER FOD A°PROVED • SEALANT \ OPTIONAL IX BUCK SEE NOTE 3 - 7 \ HEET I \ CONCRETE/MASONRY UY OTHERS I ` SILL TO BE SET IN A BED OF ADPROVED STRUCTURTURAL SEAUWNT f 1/4" L1AX. rr F SKIM SPACE r. c VERTICAL CROSS SECTION CONCRETE/ MASONRY INSTALLATION MU10M I I REVUSCMPTION !hTE AP - to A REVISED ANCIIDR -FACING h CHARTS O'/11/2C16 RL. 1 1/4" LAIN EMBEDMENI CONCRETE/ MASONRY - OTI+ ERS a' 3/ 16" TAPCON i• >° I < a' J vmuam 2 1 /2" < IAIN EDGE v DISTANCE ' 1 I `•\ EXTERIOR BACKER ROD RIGID &.. APPROVED I- ILLER SCALAIJT JAMB INSTALLATION DETAIL Cl" 110NAL 1X BUCK SEE NOTES 3 - SHC0 I 1/ 4" MAX SHIM SPACE INTERIOR CONCRETE/ MASONRY INSTALLATION 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 MI WINDOWS AND DOORS 650 WEST MARKET STREEF GRATZ, PA 17030-0370 SERIES 185 ALUMINUM SINGLE HUNG WINDOW 52" X84" NON -IMPACT FLANGE INSTALLATION DETAILS WITH FILLER CRAWN: il:•h; 1.0. RLV N. G. 08-02546 A s" E NTS QASC 12/09/14 1511EIT8 OF 14 SIGNED: 0711212016 L10/ i o5 STATE OF',* js/ ONAj1rc 6\ 1 /2" MIN EDGE DISTANCE 4JOOD rRAMIRG OR 2r RUIN. UY OfUERS BACKER ROD 1 APPROVED ul 1i4 1.1A?: SEALANT Il •IIIM SPACE 10 WOOD SCREW INTERIOR r l EXTERIOR BACKER ROD APPROVED SEALANT HOOD FRAMING OR 2x BUCK BY 01HERS METAL STRUCTURE BY OTHERS APPRO'.'CD SEALANT EXTERIOR SILL TO BE SET IN A BED OF APPROVED STRUCTURAL SEALANI BACI<EF 1/4" MAX &. APPI r SHIM SPACE SE i STRUI BY 0 VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK 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 t 3/4' FAIN EDGE DISIANCE 1/4" MAX. n r SKIM SPACE S OR SELF DRILLING SCREW JR 1r INTERIOR VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION SILL TO BE SET IN A BED Or APPROVED 1 R U!•1 lJ RAL SEA LAP: I 1/4" MAX. SHIM SPACE k[V 0MCWTON rAl REVISFD NdCI+DR SPACING h CHARTS 1 1/4" MIN. 1/4" MAX. EMBEDMENT SNIT-{ SPACE 1/2" INTERIOR MIN EDGE DISIANCE 1 C WOOD SCREW EXTERIOR WOOD FRAMING OR 2X BUCK BY OTHERS BACKER ROD i APPROVED SEAIJ+'Jl JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION I/A" MAX FSHIM SPACE 10 SIAS OR INTERIOR MTE I APPPM'CI1 07/11/2015 R L. SELF DRILLING \ SCREWS T IIfUl11 t/4 , 1— MIN. EDGE DLSTAIJCE 1 L'I EXTERIOR L',ETAL — •'- BAI:K[R ROD SIRUCTURE & APPROVED BY OTHERS SEALANT JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION SIGNED: 0711212016 M650WINDONIWESTMARKANDIIL0 SDOORSGRATZ, PA 17030-0370 ti r•.(,ENS 9d, SERIES 185 ALUMINUM SINGLE HUNG WINDOW z*p .FO 52'X84' NON -IMPACT o• FINLESS INSTALLATION DETAILS WITHOUT TILLERS OO•• TAT j CRAwN JL'F I.O. RLV c[ORIOP• N \ N. G. 08-02546 ll NTS CA'E 12/09/14 snEll q OF 14 2 1 /2" Mlll EDGE DI SIANCE CONCRETC/hta;ONRY - F—`'. • " BY OTHERS a -- a ' OPTIONAL 1•A SUCK - • ' ^. 1 1/4" FAIN. SEC NOTES 3 - 7 EMBEDMENT SHEET 1 BACKER ROD - SHIM SPACE APPROVED SEALANT 3,/ 16" TAPCON r tril- EXTERIOR INTERIOR SILL TO BE SET r 114 A BED OF BACKER ROD APPROVED do APPROVED \ f STRUCTURAL SEALANT \ SEALANT OPTIONAL I X BUCK\ 1/4" MAX. SEE NOTE 3 - 7 \` " SHEET i \ SHIM SPACE CONCRETE/MASJNR+ - UY OTHERS •' + a , e VERTICAL CROSS SECTION CONCRETE/MASONRY INSTALLATION 1 1/4" MITI EMBEDMENT CONCRETE; MASONRY DY OTHERS \ 3/16" TAPCON 2 1/2' MIN EDGE DISTANCE a - o'm(u11 a I EXTERIOR BACKER ROD I.•. APPROVED SFAL4IJT JAMB INSTALLATION DETAIL Rchg,.or.. IREVDESCRPT,OM NTE +PaRovEn I A I REVISED ANCI.OR SPACING k CHARTS 07/11 /2016 R.L. C1=11ONAL 1X BUCK SEE NOTES 3 - 7 SHEET 1 1 /4" MAX. SHIM SPACC INTERIOR CONCRETE(MASONRY INSTALLATION 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: 0711212016 MWINDOWS DOORS IIRLoKND650STREET 9U, i+. S I EIViGRATZ, PA 17030-0370 p #= SERIES 185 ALUMINUM SINGLE HUNG WINDOW 52"X84" NON -IMPACT FINLESS INSTALLATION DETAILS WITHOUT FILLER S[ I}/,t v"oF1m1jj_ pO•• AT c i'n •'°[ORIOr• N Ir;; ue. REV OB AA A ssj0NA11\\\\\ r'vr. NTS OA,[ 12/09/14 5"n510 OF 14 t : 2" MIN EDGE DISTANCE WOOD FRAMING; OR :r BUCK. UY OTHERS BACKER ROD t 4" MAX. Ft APPROVED 'yr \ SE,NLANT II ':IIIA1 SPACE RIGID 410 WOOD SCREW FILLER rJ J J INTERIOR EXTERIOR IAL IAA STRUCTURI BY OTNER' APPROVE[ SEALAN RI GIO CALLER EXTERIOR f`r•r It S/ 4" MIN EDGE DISTANCE 1 /4" MdX. fj r SHIM SPACE SILL TO BE SET API H BED OF APPROVED STRUCTURAL BACKER ROD SEALANT APPROVED SEF.I ANT 1/4° MAX, BACKER F, H11,1 SPACE 1 APPROV SEALA WOOD FRAMING — OR 2X BUCK • BY C11HERS MET STRUCTUI BY OTHEI VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION 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 IS OR SEL- DRILLING SCREW INTERIOR VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION SILL TO EE SET IN A BED 017 APPROVED STRUCTURAL SL-ALANI 1 /4" MAX SHIM SPACE REVI:Jg115 GCSLPR'nOk WE I -nRPMED RCIASTO AIJCHDR SPACING h CHARTS 07/11/ 20 161 P L. 1 1 /4" MIN. 1 /4" MAN. EMBEDME11T SHIM SPACE 1 // / INTERIOR MIN EDGE DISTANCE_ \ _ I_ j10 WOOD SCRCW EXTERIOR WOOD rP,A.LIING J/ OR 2X BUCK , BACKER ROD` BY OTHERS J/ & APPROVED FILLER SEALANT JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION METAL STRUCTURE 1/4" MAX. BY OTHERS SHIM SPACE 10 SIAS OR 2 INTERIOR SELF DRILLING \ SCREWS I L Ir. r 4 Y MIN. EDGE JFDISTANCE EXTERIOR t 1 RIGID J L aA('KER ROD FILTER N,, APPROVED SEALANT JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION SIGNED: 0711212016 MIDON/AND DOORS R 1[L o 650VdZMARKSTREETGRAT, PA 17030- 0370 r •\GENS tft• 0 5 #- SERIES 185 ALUMINUMSINGLEHUNGWINDOWNON -IMPACT 5A LATI FINLESSINSTALLATIONDETAILSWITHFILLERSATOF FS F[ORIOP• G cR<qw. c+. Re Rry 08 OC 511 A o111 111%\\`\ NTS °" 12/09/14 OF 14 2 1/2" MIN. R[wsi0rr, rLEDGE DISTANCE REV DESUPTIOR MTE aaoRovEn CONCRCFC/MASONRY I- `• k REVISED ANCHOR SPACING h fHARi$ 07/11j2016 R.L. BY OTHERS ` n OPTICFNAL 1X BUCK " ° < n 1 1/= ' MIN. SEC NOTES 3 - 7 EMBEDMENT SHCCT 1 •"' = ` I EMBEDMENT CONCRETE/ MASONRY MAX..- UY OTHERS CPIIONAL 1X BUCK1/4" r SEE NOTES 3 - 7 I;ACKER ROD SHIM SPACE 'iHCEf i APPROVED j I` ° SC.ALANT RIGID / 3/16- TAPCON 3/ 16" TAPCON `• MAX,1V FILLER SII, IM SPACE INTERIOR EXTERIOR Jti . INTERIOR 2 1 /z" FAIN. , u I EDGE DISTANCE EXTERIOR BACKER ROD RIGID, APPROVED FILLER, SEALANT SILL TO BE 5ET JAMB INSTALLATION DETAIL IN A BED OF CONCRETE/MASONRYINSTALLATION BACKER ROD A:5PROVEO 3 Ac'PR`?Vc0 \ / STRUCTURAL SEALANT SEALANT ti OPTIONAL IX BUCK i 4" TES: SEC NOTE 3 - 7 \ F"J , / MAX.tAAY I. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, SHEET 1 \ i F SHIM SPACE NOTSHOWNFORCLARITY. I 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 CONCRETE/MASONRY BY 01HERS a SIGNED: 07/12/2016 Msso IWDOWEST MA KAND DOORS ET STREET`\'\ls R II. I0 GRATZ, PA 17030-0370 r •GENSF'9(p SERIES 185 ALUMINUM SINGLE HUNG WINDOW =*• o 5 •*= 52"X84" NON -IMPACT FINLESS INSTALLATION DCTAILS WITH FILLER, jp TATE OF 1VERTICALCROSSSECTION CONCRETE/MASONRY INSTALLATION cR<wr.: v.Ki .Jo. REv 'iioi<`S [ O R l P • scut oar[ OB 0 546 A i4j pNAj1E` NTS 12/09/14 12 OF 14 418 :90OD SCREW 7/ i fi" MIN EDGE DISTANCE EXTERI 7/16" MIN EDGE DISTANCE SCP•CW VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION wCIOQ FRAMING BY OTHERS 1/4" MAX. SKIM SPACE WOOL; FRAMING 6Y OTHERS CMUED1dEl•If r- 8 WOOD —/ SCRE", 7/16" M114 _ EDGE DISTANCE 1/4" MAX 1 r SHIM SPACE INTERIOR EXTERIOR JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION RMs m ' Drstnnna: nATE I M[D REVISER NICI4QR SPAC114G k CHARTS 07/11/2016 R L 1 /4" MAX NOTES: SHIM SPACE 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 E2I 12 NOCID FRAMING BY t)THERS MI WINDOWS AND DOORS 650 WEST MARKET STREET GRATZ, PA 17030-0370 SERIES 185 ALUMINUM SINGLE HUNG WINDOW 52•'X84" NON —IMPACT FIN INSTALLATION DETAILS CR<yrrl U:I•. h0. N.G. 08-02546 Syr NTS D"T 12/09/14 IIIIEIT13 OF 14 SIGNED: 0711212016 J C'•5 Vt. I I LloW,11 i GENS*',p 07ATE OF ; s/ ONAj1 a\\ 2 .3/ I G" I--- 1 7 j 6" 2 3/16" ILI6•• 2 3/IG" --/,- I Ej. I IlLFJ 1 5/16" I FLANGE FRAME HEAD FLANGE FRAME JAMB FINLESS FRAME HEAD CM-18501 CM-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 --1 2 51,' 1 G" L _- f=- I __ JL_ FLANGE FRAME SILL FINLESS FRAME SILL I CM-18502 CM-1855r 09 SILL ALUMINUM 6063-T5.055' THICK ALUMINUM6063-T5 055'THICK FIN FRACM• f8ME IE ALUMINUM6063- T5.055' THICK LOCK RAILS " ILE CM-18505 ALUMINUM 6063- T5.062" THICK 1" r GLAZING BEAD V-663 RIGID PVC . 060' THICK 1 ?/16' 1- 25/ 1G" r_.. SASH BOTTOM RAIL CM-18555 ALUMINUM 6063- T5.050' THICK 15/16" 5/8" — r_I ennln Aran RIGID PVC. 050-THICK 2" L MEETING RAIL CM-18504 ALUMINUM 6063- T5.055' THICK I I 1 3/ 8- r 15/16" T SASH STILE CM-18507 ALUMINUM 6063- T5.050' THICK RLVIsnIr, RLV DISC — MN — aaFPOVEDf4 A REVISED ANCI10R SPACING h CHARTS 1 07/1 I j 7716 R.L. 2 3/ 1G' S L FINLESS FRAME JAMB CM-18513 5/8, ALUMINUM 6063- T5.050• THICK 1 /8- ANN. - - 1 /8" ANN. fAET'L REINFORCED BIJr:L SPACER 2 3/ 1C" EXTERIO*F— I INTERIOR 5/8" BITE— SILICU14E SEALANT 2 5/ 16" ' f sCrTINGBLOCK GLAZING DETAIL A FIN FRAME HEALl D CM-16508 - 3/ 16" ANN ALUMINUM 6063-T5.050' THICK 2 3/8" 1 EXTERIOR I INTERIOR 2 3/ 16" 5/ 8" BITE I SILICONE 1 I SEALANI STING FIN FRAME JAMB BLOCK GLAZING DETAIL B CM- 18510 ALUMINUM 6063- T5.050" THICK MI WINDOWS AND DOORS 650 WEST MARKET STREET GRATZ, PA 17030-0370 SERIES 185 ALUMINUM SINGLE HUNG WINDOW 52"X84" NON -IMPACT COMPONENTS DR6VIN I N. G. 211111 08-02546 14 s1cET 1 A OF 14 SIGNED: 0711212016 Florida Building Code Online Page 2 of 3 of FL # Model, Number or Name Description 15351.1 HS 188 Fin and Flange Frame 73x62 Insulated Glass Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +55/-55 Other: LC-PG55. Glass must comply with ASTM E1300-04 Certification Agency Certificate FLIS351 R4 C CAC APC 97429,01-109-47 Fin and 97435.01-109-47 Flange.pdf Quality Assurance Contract Expiration Date 02/16/2019 Installation Instructions FL15351 R4 11 188 HS FIN 73x62 DP55 As Tested 97429.01.odf FL15351 R4 11 i88HS Flange Non -Impact Fastener Schedule 08-01023B.pdf Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL15351 R4 AE 511588B.odf Created by Independent Third Party: Yes 115351.2 1 HS 188 Fin and Flange Frame XOX 1120x62 Insulated Glass Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +40/-55 Other: HS-LC40 Certification Agency Certificate FL15351 R4 C CAC APC 99775.01-109-47 Fin and 99780,01-109-47 Flanae.odf Quality Assurance Contract Expiration Date 04/15/2019 Installation Instructions FL15351 R4 II 188HS XOX Flange Non-Imoact Fastener Schedule 08-01156B.pdf FL15351 R4 II Installation Instructions - 188 HS (XOX) As Tested 99775.01.pdf Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL15351 R4 AE 511725B.Ddf Created by Independent Third Party: Yes 115351.3 1 HS 188 Fin Frame 173x62 Laminated Insulated Glass I Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: Yes Design Pressure: +55/-55 Other: HS-LC55. Missile Level D, Wind Zone 3. Glass consisted of 1/8" annealed outer lite, air space, 1/4" annealed laminated glass comprised of 2 sheets of 3/32" glass and 0.090" thick PVB by Solutia. Glass was bedded Dow 995 silicone with a 5/8" glass bite. Certification Agency Certificate FL15351 R4 C CAC APC 97356.01-109-47-RO 97429.01- 109-47-RO .pdf Quality Assurance Contract Expiration Date 02/16/2019 Installation Instructions FL15351 R4 11 Installation Instructions - 188 HS Impact FIN 73x62 Product 3.Ddf Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 1 15351.4 1 HS 188 Fin Frame 173x62 Laminated Glass I Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: Yes Design Pressure: +50/-50 Other: HS-LC50. Missile Level D, Wind Zone 3. Glass consisted of 2 sheets of 3/32" annealed with 0.090" PVB by Solutia. Glass was bedded in Dow 995 silicone with a 5/8" glass bite. 15351.5 1 HS 188 Flange Frame Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: Yes Design Pressure: +45/-45 Other: HS-LC45. Missile Level D. Wind Zone 3 Certification Agency Certificate FL15351 R4 C CAC APC 97356.01-109-47-RO 97432.01- 109-47-RO Prod 14.Ddf Quality Assurance Contract Expiration Date 02/16/2019 Installation Instructions FL15351 R4 II Installation Instructions - 188 HS Impact FIN 73x62 Product 4.odf Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 73x62 Laminated Glass Certification Agency Certificate FL15351 R4 C CAC APC 97354.01-109-47-RO 97433.01- 109-47-RO.pdf Quality Assurance Contract Expiration Date 01/05/2019 Installation Instructions FL15351 R4 II Installation Instructions 08-01161B.odf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports http://v,ww. floridabuilding.org/pr/pT_app_dtl. aspx?param=wGEVXQ,A,tDgtH85 72gvd Wlau... 9/7/2017 Florida Building Code Online Page 1 of 3 SCIS Home Log In User Registration Hot Topics I Submit Surcharge Stats 6 Facts Publications FBC Staff SCIS Site Map Links Search' rn, Product Approvaldb'pr USER: Public User Product Approval Menu > Product or Application Search > Application List > Application Detail FL # FL15349-RBten Application Type Revision Code Version 2014 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@mlwd.com Brent Sitlinger bsitlinger@miwd.com Windows Fixed Certification Mark or Listing American Architectural Manufacturers Association Steven M. Urich, PE W Validation Checklist - Hardcopy Received Standard AAMA 506 AAMA/WDMA/CSA 101/I.S. 2/A440 Method 1 Option A 11/18/2016 11/18/2016 12/01/2016 Year 2008 2008 http://www. floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgtH8572gvd Wlan... 9/7/2017 Florida Building Code Online Page 2 of 3 FL # Model, Number or Name Description 15349.1 185 PW 73 x 72 Insulated Glass Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL15349 R8 C CAC APC 12786.odf Approved for use outside HVHZ: Yes FL15349 R8 C CAC APC 12787.Ddf Impact Resistant: No Quality Assurance Contract Expiration Date Design Pressure: +60/-60 04/03/2018 Other: CW-PG60 Installation Instructions FL15349 R8 II 08-02357B.odf Verified By: Luis R. Lomas, PE 62514 Created by Independent Third Party: Yes Evaluation Reports FL15349 R8 AE 513124B.Ddf 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 R8 C CAC APC 15350.odf 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 R8 II 08-02949.Ddf Verified By: Luis R. Lomas, PE 62514 Created by Independent Third Party: Yes Evaluation Reports FL15349 R8 AE 513783.Ddf 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 RS C CAC APC 15454.Ddf 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 R8 11 08-02948.Ddf consisted of 5/32" tempered exterior - spacer - 5/32" Verified By: Luis R. Lomas, PE 62514 annealed / 0.100 Solutia Sanex 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 R8 AE 513782.Ddf Created by Independent Third Party: Yes 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 R8. C CAC APC 8272.odf Approved for use outside HVHZ: Yes FL15349 R8 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 R8 II 08-01614B.odf 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 R8 AE 512278B.Ddf Created by Independent Third Party: Yes 15349.5 185 PW Impact 96 x 60 Insulated Laminated Glass Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL15349 R8 C CAC APC 7962.Ddf 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 R8 I1 08-01613B.Ddf 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 FU5349 R8 AE 512277B.Ddf Created by Independent Third Party: Yes 115349.6 1 185 PW Impact 173 x 61 Insulated Laminated Glass Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL15349 R8 C CAC APC 12136.Ddf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: Yes 10/28/2017 Design Pressure: +55/-55 Installation Instructions Other: FW-LC55, Missile Level D, Wind Zone 3. Glass FL15349 R8 II 08-02947.Ddf http://w,A,w.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgtH85 72gvd WIan... 9/7/2017 Florida Building Code Online Page 3 of 3 consisted of 1/8" annealed exterior - spacer - 1/8" Verified By: Luis Roberto Lomas 62514 annealed / 0.090 PVB / 1/8" annealed. Glass was bedded in Created by Independent Third Party: Yes Pecora 896 silicone with 5/8" glass bite. Evaluation Reports FL15349 R8 AE 513781.Ddf Created by Independent Third Party: Yes Batlt Next Contact Us :: 2601 Btair Stone Road. Tallahassee FL 32399 Phone: 850-487.1824 The State of Florida is an AA,(EEO employer. Coovriaht 2007.2013 Slate of Florida, :: Privacy Statement :: Accessiblllty 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 mall 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 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: C9 M ER Credit Card Safe http://www. floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgtH8572gvdWIan... 9/7/2017 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. IX 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 #6 WOOD SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 1/4" MINIMUM EMBEDMENT INTO SUBSTRATE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. REVMNS . . DESCRIPDON DATE APPROVED REVISED NSTALIATION DETAILS 08/01/15 R.L. REVISED NAME AND ADDRESS I 10/27/16 1R.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/I6• 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 (.0487 FY=33KSI/FU=52KSI 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. MI WINDOWS AND DOORS, LLC 650 W. MARKET ST. GRATZ, PA 17030 SERIES 185 ALUMINUM FIXED WINDOW 73" X 72" NON —IMPACT NOTES TABLE OF CONTENTS MAC, owc No SHEET NO. DESCRIPTION J.L. 08-02357 1 NOTES "'LE NTS " 09/03/14 1 sNeEr I OF 12 2 - 3 I ELEVATIONS, CHARTS AND GLAZING DETAILS 4 - 12 INSTALLATION DETAILS L. ROBERTO LOADS P E 1432 WOODFORD RD LEWISVILLE. NC 27023 434-6W-O609 rftm s@hbffw4w o SIGNED: 1111512016 J`' 11R IIC o//// v,•GENS44, iy0 625 T1rE OF i0•. REV-''`"Fs;'c OR10P•G.• 1 lillBAj1\a\\ Luis R. Lomas P.E. FL No.: 62514 72 1/2" MAX FRAME WIDTH 6" MAX -r--r 18" MAX O.C. 6' MAX 18• j MAX O.C. 71 1/2" MAX FRAME HEIGHT 00 REFER TO CHARTS SERIES 185 ALUMINUM FIXED WINDOW 1 & #2 EXTERIOR VIEW FOR NUMBER OF ANCHORS REQUIRED 72 1/2" MAX FRAME WIDTH 6" MAX - m 18" MAX Q.C. I 6" MAX F 6" 71 1/2" 18" MAX MAX O.C. FRAME T HEIGHT I j 0 REFER TO CHARTS--' SERIES 185 ALUMINUM FIXED DESIGNER WINDOW pl & #2 EXTERIOR VIEW FOR NUMBER OF ANCHORS REQUIRED DESIGN PRESSURE RATING IMPACT RATING 160.0PSF NONE NOTES 1. MAXIMUM D.L.O.: 69 3(4' X 68 314' REVIMNS DESCRIPWN DAZE APPRaJED REVISED INSTALLATION DETAILS 06/01/15 R.L REVISED NAME AND ADDRESS 10/27/16 R.L. CHARTII Number of anchors required (without rigid rollers) Frame Frame width (In) Height 11.00 0.00 36.00 42.00 48.00 4.00 60.00 66.00 72.50 IIn1 His pJamb HAS amD His Pamb HAS Jamb His Pambi HAS Pamb HAS amb HAS amb HAS amb 24.00 2 2 2 2 3 1 2 3 2 J 1 2 4 1 2 4 2 4 2 5 2 30.00 2 2 2 2 3 2 J 2 3 2 4 2 4 2 4 2 5 2 35.00 2 3 2 3 3 3 3 3 3 3 4 3 4 3 5 3 5 3 42.00 2 3 2 3 3 3 3 3 3 3 1 3 5 3 5 3 B 3 46.00 2 3 2 3 3 3 3 3 3 3 4 3 5 3 6 J 6 S 54.00 2 4 2 4 3 4 3 4 3 4 4 4 5 4 e 4 7 4 60.00 2 4 2 1 3 4 3 5 3 5 4 5 5 5 e 5 7 5 66.00 2 4 2 4 3 5 3 5 3 6 4 6 5 6 e e 7 6 71.60 2 5 2 s s 1 3 6 3 6 4 7 5 7 6 7 7 7 CHART#2 Number of anchors required (With rigid rollers) Fame Frame width (in) Height 24.00 3000 36.00 4200. 48.00 51.00 60.00 66.00 72.50 11^I HAS amD HAS Jamb HAS Jamb HAS amb HAS amb HAS amb HAS amb HAS amb HAS Jamb 2400 2 2 2 2 3 2 3 2 7 1 2 4 2 4 2 4 2 5 2 3000 2 2 2 2 3 2 3 2 3 2 4 2 4 2 4 2 5 2 36.00 2 3 2 3 3 3 3 3 3 3 4 3 4 3 4 3 5 3 42.00 2 3 2 3 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 5400 2 4 2 4 3 4 3 1 3 4 4 4 4 4 1 1 4 5 4 6000 2 4 2 4 3 4 3 4 3 4 4 4 4 4 4 4 5 4 66.00 2 4 2 4 J 1 3 4 3 1 4 4 1 1 4 4 s 4 71.50 2 5 2 5 J s 3 5 3 5 4 5 4 5 4 5 5 5 SEE SHEETS 4-7 FOR INSTALLATION DETAILS MI WINDOWS AND DOORS, LLC 650 W. MARKET ST. GRATZ, PA 17030 SERIES 185 ALUMINUM FIXED WINDOW 73" X 72" NON -IMPACT FLANGE & FINLESS ELEVATION & CHARTS J.L. 08-02357 SCALE NTS - 09/03/14 1-2 OF 12 L. ROBERTO LOMAS P.E. 1432 WOODFORD RD LEMSVILLE. NC 27023 434{6e-0609 ribmas@N=aspeo SIGNED: 1111512016 VS11R I IL lo//77j/i r,•ENp ,p 0,51 • ir' STTAfTirE OF ; lam_ i 0 •. 1J4L,, i/;7S/ONAj1\\ Luis R. Lomas P.E. FL No.: 62514 71 I FF HE 6" MAX - 72 1/2' MAX FRAME WIDTH — Ir ___r 18" MAX O.C. i L_' 00 18 ' MAX O.C. 1/2" IAX IGHAMEIGHT 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 — 18" MAX O.C. —I 6" MAX u TAX_ 18" MAX O.C. 71 1/2" MAX FRAME HEIGHT 6' MAX REFER TO CHART #3 FOR NUMBER OF SERIES 185 ALUMINUM FIXED DESIGNER WINDOW ANCHORS REQUIRED EXTERIOR VIEW DESIGN PRESSURE RATING IMPACT RATING 160.0PSF NONE NOTES: 1. MAXIMUM D.L.O.: 69 314' X 68 314' REVISIONS OFSCRIPMN DATE APPROVED REVISED INSTALLATION DETAILS 06/01/15 R.L. REVISED NAME AND ADDRESS 10/27/16 R.L CHART#3 Number of anchors required (fin Installation Frame Frame width (ln) Hight 2400 1 30.00 38.00 42.00 48.0o 54.00 1 6.00 68.00 72.50 11n) HAS Pa.bj HASPm; HAS amb His Lamb HAS Jamb HAS Pambi His Jambl HAS Pambi HAS J2mb 2400 3 3 3 3 3 3 4 3 4 3 4 3 1 5 3 1 5 3 6 3 3000 3 3 3 3 3 3 4 3 4 3 4 3 5 3 1 5 3 6 3 3600 3 3 J 3 3 3 4 3 4 3 4 3 5 315 3 6 J 42.00 3 4 3 4 3 4 4 4 4 4 4 4 5 4 5 4 6 4 48.00 3 4 3 4 3 4 4 4 4 4 4 4 5 4 5 4 6 4 54.00 3 4 J 4 J 4 4 4 4 4 4 4 5 4 5 4 6 4 MOO 3 5 3 5 3 1 5 I 5 4 5 4 5 5 5 5 5 6 5 A73J 5 J 5 3 5 4 5 4 5 4 5 5 5 5 5 6 5 7f.50 6 3 6 3 1 6 1 4 6 4 6 1 6 5 6 5 6 8 8 SEE SHEET 8 FOR INSTALLATION DETAILS MI WINDOWS AND DOORS, LLC 650 W. MARKET ST. GRATZ, PA 17030 SERIES 185 ALUMINUM FIXED WINDOW 73" X 72" NON —IMPACT FIN ELEVATION k CHART DRAW1r DwD ND. J.L. 08-02357 SCALE NTS DATE 09/03/14 —3 OF 12 L. ROBERTO LOMAS P.E. f432 KWDFORD RD LEVASVILLE. NC 27023 434.666-0609 rfla_SLfDN1 aSpe'wm SIGNED: 1111512016 ILIo'/ i 0 61 *= STATE OF ; W` REV 0' F''c(ORlO;• e SS oNA ` 1 G\ Luis R. Lomas P.E. FL No.: 62514 1/2" MIN EDGE DISTANCE WOOD FRAMING 1 1/4" MIN OR 2X BUCK EMBEDMENT BY OTHERS BACKER ROD SHIM SPACE APPROVED SEALANT 'It" 10 WOOD SCREW EXTERIOR 10 WOOD SCREW BACKER ROD RIGID FILLER APPROVED 1/4' MAX. SEALANT SHIM SPACE WOOD FRAMING 1 1/4" MIN. OR 2X BUCK EMBEDMENT BY OTHERS 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 1/2" DGMIN. EE DISTANCE INTERIOR 10 WOOD J SCREW WOOD FRAMING EXTERIOR OR 2X BUCK BY OTHERS BACKER ROD APPROVED SEALANT JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION METAL STRUCTURE BY OTHERS BACKER ROD APPROVED SEALANT EXTERIOR BACKER ROD APPROVED SEALANT STRUCTURE 13Y OTHERS 3/ 4" MIN. EDGE DISTANCE 3/ 4" MIN EDGE DISTANCE 1/ 4" MAX. 8 r SHIM SPACE 10 SMS OR SELF DRILLING SCREW INTERIOR 10 SMS OR SELF DRILLING SCREW RIGID FILLER 1/ a" MAX. SHIM SPACE 3/ 4" MIN EDGE DISTANCE VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION 1/ 4" MAX. SHIM SPACE INTERIOR 10 SMS OR J SELF DRILLING SCREWS EXTERIOR METALSTRUCTURE BACKER ROD BY OTHERS APPROVED SEALANT JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION REVISIONS REV DESCRIPTION OAfE APPROVED A REVISED INSTALLATION DETAILS 06/01/15 R.L B I 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 WITH ASTM E2112 MI WINDOWS AND DOORS, LLC 650 W. MARKET ST. GRATZ, PA 17030 SERIES 185 ALUMINUM FIXED WINDOW 73" X 72" NON —IMPACT FINLESS INSTALLATION DETAILS WITHOUT FILLERS DRAWN; DvrO NO R J. L. 08-02357 i SCALE NTS JOATE 09/03/14 ISNEE4 OF 12 L. ROBERTO LOMAS P.E. 1432 % WDFORD RD LEWISVILLE, NC 27023 434- 6E1-0609 rRbnus@klo spvc SIGNED: 1111512016 ElVSFgJ, i 01r— OFACTTAAATTs F 0 RIOP •G'\ i/'/s,ONA 11\\ Luis R. Lomas P.E. FL No.: 62514 RLMSIONS REV DESCRIPTION DATE ARPROVED 2 1/2" MIN. A REVISED INSTALLATION DETAILS 06/01/15 R.L. EDGE DISTANCE I B REVISED NAME AND ADDRESS 10/27/16 R.L CONCRETE/MASONRY BY OTHERS e 1 1/4" MIN. 1 1/4" MIN. EMBEDMENT OPTIONAL 1X BUCK e EMBEDMENTSEENOTES3 — 7 SHEET 1 r CONCRETE/MASONRY BACKER ROD 1 4 MAX OTHERS 1/4" MAX APPROVED SHIM SPACE SHIM SPACE SEALANT OPTIONAL 1 X BUCK SEE NOTES 3 — 7 SHEET 1 3/16" TAPCON EXTERIOR INTERIOR 3/16" TAPCON INTERIOR 3/16" TAPCON BACKER ROD APPROVED SEALANT 1/4" MAX. 2 1/2" OPTIONAL 1X BUCK SHIM SPACE MIN. SEE NOTE 3 — 7 EDGE SHEET 1 DISTANCE EXTERIOR CONCRETE/MASONRY BACKER ROD BY OTHERS a 1 1/4" MIN. APPROVED a a.. EMBEDMENT SEALANT JAMB INSTALLATION DETAIL CONCRETE/MASONRY INSTALLATION 2 1/2" MIN 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 OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 MI WINDOWS AND DOORS, LLC 650 W. MARKET ST. GRATZ, PA 17030 SERIES 185 ALUMINUM FIXED WINDOW 73" X 72" NON —IMPACT FINLESS INSTALLATION DETAILS WITHUT FILLERS DRAWN. QA'G NO. REV J.L. 08-02357 B sauE NTS I DITE 09/03/14 1 SNEET5 OF 12 L ROBERTO LOMAS P E. 1432 WOODFORD RD LE WISVILLE, NC 27023 434-6w-=9 A1Dmas@&Ab spff a SIGNED: 1111512016 0///,'/ O Rfi ATAT E OF0. i F•.(0R10,• i SspNA 11ENG` Luis R. Lomas P.E. FL No.: 62514 1/2" MIN I EDGE DISTANCE WOOD FRAMING I 1 1/4" MIN. OR 2X BUCK EMBEDMENT BY OTHERS BACKER ROD SHIM SPACE APPROVED SEALANT RIGID FILLER 10 WOOD SCREW EXTERIOR INTERIOR 10 WOOD SCREW RIGID FILLER BACKER ROD APPROVED 1/4" MAX. SEALANT SHIM SPACE WOOD FRAMING 1 1/4" MIN OR 2X BUCK EMBEDMENT BY OTHERS I 1/2" MIN r EDGE DISTANCE VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION 1 1/4" MIN. 1/4" MAX. EMBEDMENT I r SHIM SPACE J—— V RIGID FILLER 1/2" MIN. EDGE DISTANCE I INTERIOR 10 WOOD SCREW WOOD FRAMING EXTERIOR OR 2X BUCK BACKER RODBYOTHERS APPROVED SEALANT JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION METAL STRUCTURE BY OTHERS BACKER ROD APPROVED SEALANT EXTERIOR BACKER ROD APPROVED SEALANT STRUCTURE BY OTHERS 3/4" MIN. EDGE DISTANCE 1 r 3/4" MIN I EDGE DISTANCE 1/4" MAX. r 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 d IF'I 3/4" MIN EDGE DISTANCE VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION 1/4" MAX. SHIM SPACE RIGID FILLER INTERIOR 10 SMS OR SELF DRILLING SCREWS METAL EXTERIOR STRUCTURE BACKER ROD BY OTHERS APPROVED SEALANT JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION REASONS REV DESCRIPgN DATE I PPROVED A REVISED INSTALLATION DETAILS 06/01/15 RL. 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 E21 12 SIGNED: 1111512016 DOORS, LLCF. MI WINDO WW IIi1o 9/'jMADKET GENSFGRATZ, PA 17030 v,•EP if SERIES 185 ALUMINUM FIXED WINDOW Oy612514TAT73" X 72" NON —IMPACT AEFINLESSINSTALLATIONDETAILSWITHRIGIDFILLERS OF i/ 0'^. sDRAWNDR0No 08—Sr01E257 R[ v B SCALEaTE NTS09/03/14 6 OF 12 L. ROSERTO LOMAS P.E. 1132 WOODFORD RD LEWISVMLE, NC27023 LUIS R. Lomas P.E. FL No.: 62514 434.68E-0609 rlbmas@W6 spe ro REVISIONS ' REV OESCRO"10N DATE APPROVED 2 1/2 MIN. A REVISED INSTALLATION DETAILS 06/01/15 R.L. EDGE DISTANCE I B REVISED NAME AND ADDRESS 10/27/16 R L. CONCRETE/MASONRY BY OTHERS 1 1/4" MIN. 1 1/4" MIN. EMBEDMENT OPTIONAL 1 X BUCK EMBEDMENT SEE NOTES 3 - 7 SHEET 1 o CONCRETBYMASONRY BACKER ROD 1 4 MAX. OTHERS 1/4" MAX. do APPROVED SHIM SPACE SHIM SPACE SEALANT OPTIONAL IX BUCK RIGID FILLER SEE NOTES 3 - 7 SHEET 1 RIGID FILLER 3/16" TAPCON EXTERIOR INTERIOR 3/16" TAPCON INTERIOR 3/16" TAPCON BACKER ROD APPROVED RIGID FILLER SEALANT 1/4" MAX. 2 1/2" OPTIONAL 1X BUCK SHIM SPACE MIN. a • . SEE NOTE 3 - 7 F EDGE SHEET 1 DISTANCE EXTERIOR CONCRETE/MASONRY L BACKER ROD BY OTHERS u • 1 1 4" MIN. APPROVED d• ° EMBEDMENT SEALANT JAMB INSTALLATION DETAIL d' • ' d 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. 5 \\R- LQ 1//i GRATZ, PA 17030 v •GENS 95 NOTES: I INTERIOR AND EXTERIOR FINISHES. BY OTHERS, SERIES 185 ALUMINUM FIXED WINDOW*• D 6Z61 j('tNOTSHOWNFORCLARITY73" X 72 NON-IMPACT 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE FINLESS INSTALLATION DETAILS WITH RIGID FILLERS A ; BTAT W: DESIGNED IN ACCORDANCE WITH ASTM E2112 DRAWN om NO. REV 0` R R+aPS G 08 B s O11111111?`\\\ SCALE NTS DATE 09/03/14 sNEE1377 OF 12 L. ROBERTO LOMAS P.E. LOTS R. LOTOS P.E. 1432 KWDFORD RD LEMSVR.LE. NC 27023 FL NO.: 62514434-680-0609 rllomas@hbmaspe.c WOOD FRAMING OR 2X BUCK BY OTHERS BACKER ROD & APPROVED SEALANT BEHIND FLANGE 1/2" MIN. EDGE DISTANCE 1 1/4" MIN. F EMBEDMENT 1/4" MAX. SHIM SPACE JIO WOOD SCREW EXTERIOR INTERIOR 10 WOOD SCREW RIGID FILLER BACKER ROD & APPROVED SEALANT 1/4" MAX. BEHIND FLANGE 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 1/4" MAX SHIM SPACE 10 SMS OR LF DRILLING REW EXTERIOR INTERIOR 10 SMS OR SELF DRILLING SCREW BACKER ROD & RIGID FILLER APPROVED SEALANT BEHIND FLANGE 1/4" MAX. SHIM SPACE METAL STRUCTURE BY OTHERS 3/4" MIN EDGE DISTANCE T VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION REVISIONS REV DESCRIPIlON DATE APPROVED 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 WITH ASTM E2112 1/4" MAX. 1 1/4" MIN 1/4" MAX SHIM SPACE EMBEDMENT I r SHIM SPACE 1/2" MIN. 3/4" MIN. INTERIOR EDGE DISTANCEEDGE DISTANCE INTERIOR MI WINDOWS AND DOORS, LLC 650 W. MARKET ST. fiO WOOD 10 SMS OR GRATZ, PA 17030 SCREW SELF DRILLING SERIES 185 ALUMINUM FIXED WINDOW SCREWS 73" X 72" NON -IMPACT WOOD FRAMING OR 2X BUCK EXTERIOR METAL EXTERIOR FLANGE INSTALLATION DETAILS WITHOUT FILLERS BY OTHERS BACKER ROD & STRUCTURE BY OTHERS BACKER ROD & ppAWrh OwG N0. R APPROVED SEALANT APPROVED SEALANT J.L. 08-02357 BEHIND FLANGE BEHIND FLANGE souE NTS -- 09/03/14 sNEET8 OF 12 JAMB INSTALLATION DETAIL JAMB INSTALLATION DETAIL L ROBERTO LOADS P E. WOOD FRAMING OR 2X BUCK INSTALLATION METAL STRUCTURE INSTALLATION U32 WOODFORD RD LEWISVILLE, NC 27023 434-688-0609 rlbma @kdumaspe.mm SIGNED: 1111512016 111L R . 4f i \J'••GEN`sF9i1' 0 ; 8 TAttT 144EO F O. i c` • FZ R101 • Luis R. Lomas P.E. FL No.: 62514 REVISIONS 2 1/2" MIN REV A DESCRIPTION REVISED INSTALLATION DETAILS DATE 06/01/15 APPROVED R.L. EDGE DISTANCE B REVISED NAME AND ADDRESS 10/27/16 R.L. CONCRETE/MASONRY BY OTHERS a 1 1/4" MIN. 4. e 1 1/4" MIN. EMBEDMENT OPTIONAL 1X BUCK° EMBEDMENT SEE NOTES 3 — 7 SHEET 1 o CONCRETE/MASONRY BACKER ROD do 1 4 MAX. THERS 1/4" MAX_ APPROVED SEALANT SHIM SPACE SHIM SPACE BEHIND FLANGE OPTIONAL 1X BUCK 4 SEE NOTES 3 — 7 SHEET 1 3/16" TAPCON v EXTERIOR INTERIOR 3/16" TAPCON INTERIOR 3/16" TAPCON BACKER ROD do APPROVED SEALANT BEHIND FLANGE OPTIONAL 1X BUCK 1/4" MAX 2 1/2" MIN SEE NOTE 3 — 7 SHIM SPACE EDGE a SHEET 1 DISTANCE EXTERIOR CONCRETE/MASONRY 1 J BACKER ROD & BY OTHERS o' 1 1/4" MIN. APPROVED SEALANT a EMBEDMENT BEHIND FLANGE JAMB INSTALLATION DETAIL y ° CONCRETEIMASONRY INSTALLATION e • 2 1/2" MIN. EDGE DISTANCE VERTICAL CROSS SECTION CONCRETEIMASONRY INSTALLATION 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 DOORS, LLCMIWINDOWW R I lL 0MNDKJ\5 GRATZ, PA 17030 v• GENY* •'P 061 = SERIES 185 ALUMINUM FIXED WINDOW 73" X 72" NON —IMPACT FLANGE INSTALLATION DETAILS WITHOUT FILLERS; STATE OF i/.e•ii ( 0 R10PDRAWNOWCNoREV G\` D8 52 B i/SIONA 11S\ LUIS R. Lomas P.E. T357SCALEDATENITS09/03/14 9 OF 12 L. ROSER TO LOMAS P.E. 1432 IVOODFORD RD LEIVISVILLE. NG 17023 434•6I8-0609 Abmas@kbmaspv com FL No.: 62514 WOOD FRAMING OR 2X BUCK BY OTHERS BACKER ROD do APPROVED SEALANT BEHIND FLANGE 1 /2" MIN. EDGE DISTANCE 1 1/4" MIN. F EMBEDMENT 1/4" MAX. SHIM SPACE RIGID FILLER 10 WOOD SCREW METAL STRUCTURE BY OTHERS BACKER ROD & APPROVED SEALANT BEHIND FLANGE I' I' 3/4- MIN, 1/4" MAX. SHIM SPACE GID FILLER 10 SMS OR LF DRILLING REW REVISIONS REV DESCRIFIION DATE ARPROVEO A REVISED INSTALLATION DETAILS 06/01/15 R.L. B REVISED NAME AND ADDRESS 10/27/16 R.L. EXTERIOR EXTERIOR jj__ L INTERIOR INTERIOR 10 SMS OR 10 WOOD SCREW SELF DRILLING SCREW RIGID FILLER BACKER ROD do BACKER ROD do RIGID FILLER APPROVED SEALANT 1/4" MAX. APPROVED SEALANT BEHIND FLANGE SHIM SPACE BEHIND FLANGE 1/4" MAX NW 4i_f. 1 SHIM SPACE0 NOTES: WOOD FRAMING METAL I. INTERIOR AND EXTERIOR FINISHES, BY OTHERS. OR 2X BUCK BY OTHERS EMBEDMENTFOMENT STRUCTURE BY OTHERS NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE 3/4" MIN DESIGNED IN ACCORDANCE WITH ASTM E2112 1/2" MIN EDGE DISTANCE EDGE DISTANCE VERTICAL CROSS SECTION VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION WOOD FRAMING OR 2X BUCK INSTALLATION 1 1/4" MIN. EMBEDMENT 1 /2" M E EDGE DISTANC 010 WOOD SCREW WOOD FRAMING OR 2X BUCK BY OTHERS 1/4" MAX. r SHIM SPACE r RIGID FILLER INTERIOR EXTERIOR BACKER ROD do APPROVED SEALANT BEHIND FLANGE JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION 1/4" MAX. SHIM SPACE RIGID FILLER 3/4" MIN. INTERIOR EDGE DISTANCE 10 SMS OR J SELF DRILLING SCREWS METAL EXTERIOR STRUCTURE BY OTHERS BACKER ROD do APPROVED SEALANT BEHIND FLANGE JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION SIGNED: 1111512016 MI WINDOWS DOORS, LLC650W. MARKET GRATZ, PA 17030 i•GENSF 95+ 0SERIES185ALUMINUMFIXEDWINDOW 73" X 72" NON—IMPACT 7FLANGEPOINSTALLATIONDETAILSWITHRIGIDFILLERS0 • TATF O i'E` c 0 RIO* • ORAWN• OrrO No aEv 08 B SSjDNA11EaG` Luis R. Lomas P.E. FL No.: 62514 cusE NTS DATE 09/03/14 SHEET 0 OF 12 L ROBERTO LOMAS P.E. 1132141OODFORORDLEMSVILLE.NC27023 134-6Bs-0609 Abrt S@kla nSM ro 2 1/2" MIN. EDGE DISTANCE CONCRETE/MASONRY BY OTHERS e ' 1 1/4" MIN. OPTIONAL 1X BUCK •° °' EMBEDMENT SEE NOTES 3 - 7 ' SHEET 1 BACKER ROD & APPROVED SEALANT BEHIND FLANGE EXTERIOR BACKER ROD & - APPROVED SEALANT BEHIND FLANGE OPTIONAL 1X BUCK - SEE NOTE 3 - 7 SHEET 1 CONCRETE/MASONRY - BY OTHERS RLMSIONS ' REV DESCRFMN DATE APPROVED A REVISED INSTALLATION DETAILS 06/01/15 R.L. B REVISED NAME AND ADDRESS 10/27/16 R.L. 1 1/4" MIN. EMBEDMENT 0 CONCRETE/MASONRY 1/4" MAX BY OTHERS _ 1/4" MAX. SHIM SPACE I SHIM SPACE RIGID FILLER OPTIONAL 1X BUCK • SEE NOTES 3 - 7 SHEET 1 RIGID FILLER 3/16" TAPCON y INTERIOR 3/16" TAPCON INTERIOR 3/16" TAPCON RIGID FILLER 1/4" MAX. SHIM SPACE 1 1/4" MIN. a EMBEDMENT 2 1/2" MIN. EDGE DISTANCE VERTICAL CROSS SECTION CONCRETEJMASONRY INSTALLATION 2 1/2" MIN. EDGE a DISTANCE EXTERIOR j BACKER ROD & APPROVED SEALANT BEHIND FLANGE JAMB INSTALLATION DETAIL CONCRETFIMASONRY INSTALLATION SIGNED: 1111512016 MI WINDOWSWSDOORS, LLC NOTES: 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, MARKET NOT SHOWN FOR CLARITY GRATZ, PA 17030 V••\GENS'9, SERIES 185 ALUMINUM FIXED WINDOW*• 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE Dy 261 = DESIGNEDINACCORDANCEWITHASTME211273" D NON -IMPACT X72Via` FLANGE INSTALLATION DETAILS WITH RIGID FILLERS TAT OF iO' n• '[ORIO*• \ DRAWN: DWG NO REV J. L. 08-02357 e 7j/ 11111111\\\ sTw NTS aTE 09/03/14 1 SHEET 11 OF 12 L. ROBERTO LOMAS P.E. 1432 WOODFORD RD LEWISVILLE. AIC 27023 Luis R. Lomas P.E. 434- 666.0609 Abmas Dbbmaspr m FL No.: 62514 APPROVED SEALANT BEHIND FIN 1 1/4" MIN. EMBEDMENT 6 WOOD WOOD SCREW FRAMING BY OTHERS 1/4" MAX. F SHIM SPACE 3/8" MIN EDGE DISTANCE INTERIOR EXTERIOR 1/4" MAX F SHIM SPACE 3/8" MIN r IflW EDGE DISTANCE Q6 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 1/4" MAX BY OTHERS SHIM SPACE Q6 WOOD SCREW INTERIOR 1 1/4" MIN. EMBEDMENT APPROVED SEALANT BEHIND FIN EXTERIOR 3/8" MIN EDGE DISTANCE JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION RENSIONS REV DESCRHIMN DATE APPROVED A REVISED INSTALLATION DETAILS 06/01/15 R.L. B REVISED NAME AND ADDRESS 10/27/16 R.L. NOTES, T. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2I 12 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 DWG NO. J.L. 08-02357 f NTS °ATE 09/03/14 —E' 12 OF 12 L. ROBERTO LOADS RE 1192 WOODFORD RD LEWISVILLE. NC 27023 434-M-0609 Abmas@kbm pe.m SIGNED: 1111512016 11 I Ii1O / GENS%cl 0 6'. # n TAT E OF ; ojL,: o•',, sSoORB II Luis R. Lomas P.E. FL No.: 62514 Florida Building Code Online Page 1 of 3 frofessioon- Bcls Home Lop In User Registration Hot Topics Submit Surcharge I Slats &Facts I Publications FBC Staff BCIS Site Map Links Search lolida 01"' I Product ApprovalUSER: PublicUser1 Ai'+xCcm Product Approval Menu > Product or Applicaton Search > Application List > Application Detail FL # FL15353-R2 Application Type Revision Code Version 2014 Application Status Approved Comments Archived Product Manufacturer MI Windows and Doors Address/ Phone/Email 650 West Market Street Gratz, PA 17030 717) 365-3300 Ext2560 bsitlinger@mlwd. com Authorized Signature Brent Sitlinger bsitlinger@mlwd. 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 G 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 & Management Institute Quality Assurance Contract Expiration Date 12/31/2017 Validated By Steven M. Urich, PE 25 Validation Checklist - Hardcopy Received Certificate of Independence Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code Product Approval Method FL15353 R2 COI FLCOI.Ddf 1710. 5.3 Method 2 Option B http:// www. floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgtH85 72gvd WIS... 9/7/2017 Florida Building Code Online Page 2 of 3 Date Submitted 06/15/2015 Date Validated 06/15/2015 Date Pending FBC Approval 06/21/2015 Date Approved 08/19/2015 Summary of Products FL # Model, Number or Name Description 15353.1 5764 Horizontal Aluminum Mullion Limits of Use Installation Instructions Approved for use in HVHZ: No FL15353 R2 II 08-01448A.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 R2 AE 512072A.Ddf span: 52-1/8". Created by Independent Third Party: Yes 15353.2 5764 Vertical Aluminum Mullion Limits of Use Installation Instructions Approved for use in HVHZ: No FL15353 R2 II 08-01439A.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 R2 AE 512063A.Ddf span: 83" Created by Independent Third Party: Yes 15353.3 5765 Horizontal Aluminum Mullion Limits of Use Installation Instructions Approved for use in HVHZ: No FL15353 R2 II 08-01449A.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 R2 AE 512073A.Ddf span: 104-1/4" Created by Independent Third Party: Yes 15353.4 5765 Vertical Aluminum Mullion Limits of Use Installation Instructions Approved for use in HVHZ: No FL15353 R2 11 08-01440A.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 R2 AE 512064A.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 R2 II 08-01442A.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 R2 AE 512066A.Ddf length - 83". Created by Independent Third Party: Yes 15353.6 CM-18520 Horizontal Aluminum Mullion Limits of Use Installation Instructions Approved for use in HVHZ: No FL15353 R2 II 08-01451A.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 FLIS353 R2 AE 512075A.Ddf span - 104-1/4" Created by Independent Third •Party: Yes 15353.7 CM-18523 Horizontal Aluminum Mullion Limits of Use Installation Instructions Approved for use in HVHZ: No FL15353 R2 11 08-01452A.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 R2 AE 512076A.Ddf span - 104-1/4". Created by Independent Third Party: Yes 15353.8 CM-18531 Vertical Aluminum Mullion Limits of Use Installation Instructions Approved for use in HVHZ: No FL15353 R2 11 08-01443A.Ddf Approved for use outside HVHZ: Yes Verified By: Luis R Lomas, PE PE-62514 http://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgtH85 72gvdWIS... 9/7/2017 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 R2 AE 512067A.Ddf span - 83" 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 R2 II 08-01453A.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 R2 AE 512077A.odf span - 104-1/4" 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 R2 II 08-01444A.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 R2 AE 512068A.odf 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 R2 II 08-01454A.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 R2 AE 512078A.Ddf span: 104-1/4". Created by Independent Third Party: Yes Bads Ne:rt 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 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 mall 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: LVEOW -RI M , Cfed11 Card Safe http://vA-Arw.fl oridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgtH85 72gvdWIS... 9/7/2017 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 15 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 MULLION. 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 INDMDUAL 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 HEIGHT) 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 W1 + W2 2 REVISIONS . REV I DESCRIPTION DAIT APPROVED A I REVISED INSTALLATION DETAILS 06/10/15 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" TAPCON WITH SUFFICIENT LENGTH TO ACHIEVE A 1 1/4" MINIMUM EMBEDMENT WITH 2 1/2" MINIMUM EDGE DISTANCE. LOCATE ANCHORS AS SHOWN IN INSTALLATION DETAILS SHEET 4. 3) ALL FASTENERS TO BE CORROSION RESISTANT. 4) 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). 5) TO ATTACH MULLION TO CLIP USE (4) #10 x 1 1/4" SELF DRILLING SCREWS PER CLIP. SCREWS MUST BE FIELD INSTALLED. HOLES FOR SCREWS ARE NOT PRE -DRILLED BY MANUFACTURER. TABLE OF CONTENTS SHEET NO. DESCRIPTION NOTES CONFIGURATIONS AND DP CHART INSTALLATION DETAILS DRAWN V.L. MI WINDOWS AND DOORS 650 WEST MARKET STREET GRATZ, PA 17030-0370 5764 - VERTICAL MULLION 83" MULLION SPAN GENERAL NOTES On No. S' NTS )DATE 01/11/12 08-01439 5--1 OF 3 SIGNED: 0611112015 ILr0Mq TAT` "r O J NI"9 OIVAilE G\ 107 3/8" COMBINED WIDTH WIBY11 FRAME HEIGHT WINDOW WINDOW MULLION SPAN) J J 107 3/8" T OMBINED WIDTH W1 -jr- W2 - e FRAME LIN HEIGHT WINDOW MULLION SPAN) Ll d 107 3/8" COMBINED WIDTH W1 -I W2 83" 1 WINDOW FRAME HEIGHT WINOO WINDO MULLION J SPAN)` IW1 I- W2/- 107 3/8" COMBINED WIDTH I Design pre ratings Mullion span (in) Tributary 18.13 25.50 width (In) 36.00 42.00 48.00 52.13 25.00 130.0 130 0W29.6 0 130.0 1300 37.38 130.0 130 0.0 127 0 127.0 49.63 120.7 94.38 72.1 72.0 62.00 71.0 52.29 33 4 323 65.63 596 33.76 27.4 263 72.00 44.9 32.78 19.9 19.084.00 28.1 203.2 11.9 11.3 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 wt - I w WIDTH 2 - B 4DOW INDOW FRAMEHEIGHT MULLION SPAN) J J 107 3/8" COMBINED WIDTH W 1 -jr- W2 83" J J WINDOW FRAME HEIGHT W WINDOW MULLION SPA I WII^ W2/- 107 3/8" COMBINED WIDTH REVISIONS , REV DESCR17nON DATE AMROVED A REVISED INSTALLATION DETAILS 06/10/15 R.L. 107 3/8" COMBINED WIDTH F_ W1 -I W2 83" J WINDOW FRAME HEIGHT W f WINDOW MULLION J SPIN) APPROVED CONFIGURATIONS MULTIPLE UNITS MAYBE MULLED TOGETHER AS LONG AS COMBINED WIDTH DOES NOT EXCEED 107 3 8"AS SHOWN HEREIN. ueslgn pressure rating (ps) Wan rebar o tion Mullion span ( in) Tributary width (in) 18. 13 25.50 36.00 42.00 48.00 52.13 25. 00 130.0 130.0 130.0 130.0 130.0 130.0 37. 38 130.0 1300 1272 127.0 1270 127.0 49. 63 120.7 94.3 779 73.8 72.1 72 0 62. 00 924 700 53.3 48.1 44.8 43.4 65. 63 80.0 58.6 44.2 39.7 367 353 72. 00 60.3 43.9 32.8 29.2 26.7 25.5 84. 00 37.7 27.3 20.1 17.7 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. LW1 L W2 107 3/8" COMBINED WIDTH MI WINDOWS AND DOORS 650 WEST MARKET STREET GRATZ, PA 17030-0370 5764 - VERTICAL MULLION 83" MULLION SPAN APPROVED CONFIGURATIONS AND RATING CHARTS DRAWN. DWD NO REV V. L. 08-01439 A SCALE NTS IaTE 01/11/12 I5-2 OF 3 SIGNED: 0611112015 0,,// fir • 9AT 0. 0 R10* ONA L 0\\\ 0111 2 1/2" MIN r EDGE DISTANCE MASONRY/CONCRETE BY OTHERS MIN. EMBEDMENT I II I II I IIJI Lr___ lu 1/4" TAPCON SECT5796 0.84 3" CLIP OPTIONAL REBAR r---- T I I 1 1 I 1 1 1 I 1 I SECT5764 MULLION MT000022 CLIP 10 WOOD SCREW I 1 3 8 MIN. I EMBEDMENT 1/2" MIN. I- 1 EDGE DISTANCE VERTICAL CROSS SECTION MASONRY/CONCRETE AND WOOD FRAMING INSTALLATION NOTE: CLIPS MAY BE USED IN MASONRY/CONCRETE OR WOOD FRAMING SUBSTRATE. WOOD FRAMING/ 2X BUCK BY OTHERS 3.261" I 1.375" MT000022 CLIP 16GA (.063-) GALVANIZED STEEL i-- 2.140" --I cl I. 25" SECT5764 MULLION ALUMINUM 6005-T5.125' THICK 0.688" 1.531" RF-i85 2 REBAR 16 GA (062) GALVANIZED STEE REVISIONS RLV DESCRIPRDN wrE APPROVED A REVISED INSTALLATION DETAILS 06/10/15 R L. 3 750" --{ 1.000" III" 0.375" 0.422" 2.032" 2.875" 0" 0.841 3- 1111rvu4.000' SECT5796 CLIP 2X 00.210" I FOR CONCRETEWSTALLATI ALUMINUM 6063-T5.125' THICK 3.750" 2.189" 1.0 0" 0.375" 0.843" 1.562" 2X 00.210" I 1.562 SECT5796 CLIP FOR WOOD FRAMING INSTALLATION ALUMINUM 6063-T5.125' THICK SIGNED: 0611112015 MIWINDOWSIWDOW D 1R 11`0///' SDOORSTREET\\\\\\S ESTMARKET9s% GRATZ, PA 17030-0370 GENS 5764 - VERTICAL MULLION 0 5 83" MULLION SPAN INSTALLATION DETAILS AND COMPONENTS 0 , TAT OF4i DRAWN. WC NO. REV 10R1U*; V. L. 08 011439 wrE SCALENTS01/11/12 3 OF 3 Florida Building Code Online Page 1 of 3 PT, ofessiclnM t i i_ 1 F :e BCis Home 1 Log In I User Registration Hot Topics Submit surcharge Stats d Facts Publications I FBC Staff `j BCIS Site Map ~ Links Search b a r&,k;gProduct ApprovalIUSER: Public User tr+'s R;ts Product Approval Menu > product or Aophcahon Search > Application List > Application Detail FL # FL13223-R3 Application Type Revision Code Version 2014 Application Status Approved Comments Archived L 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@jameshardie.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 Fi 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. Quality Assurance Contract Expiration Date 01/01/2018 Validated By John Southard, P.E. 2- Validation Checklist - Hardcopy Received Certificate of Independence FL13223 R3 COl RIO - Certificate of Independence.PDF Referenced Standard and Year (of Standard) Standard ASTM C1186 ASTM E330 Year 2007 2002 Equivalence of Product Standards Certified By Florida Licensed Professional Engineer or Architect FL13223 R3 Eauiv ASTM C1186 Equivalency Sionedodf http://w,A w.floridabuilding.org/pr/pr_app_dtl.aspa?param=wGEVXQwtDgvRk6bsvZ66FC... 9/7/2017 Florida Building Code Online Page 2 of 3 I Sections from the Code Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved Date Revised Summary of Products Method 1 Option D 08/17/2015 08/26/2015 09/07/2015 10/16/2015 08/09/2017 FL # Model, Number or Name Description 13223.1 Cempanel Siding fiber -cement panel siding Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL13223 R3 II ER RIO-2556-15 Panel metal-wood.odf FL13223 R3 II ER RIO-2578-15 Panel to Furring.odfApprovedforuseoutsideHVHZ: Yes FL13223 R3 II Install Cemoanel Sidino.DdfImpactResistant: Yes Design Pressure: N/A FL13223 R3 II NOA 15-0122.04.Ddf Other: For use inside a HVHZ install in accordance with Verified By: Intertek Testing Services NA Ltd. NOA 15-0122.04 Created by Independent Third Party: No Evaluation Reports FL13223 R3 AE ER RIO-2556-15 Panel metal-wood.Ddf FL13223 R3 AE ER RIO-2578-15 Panel to Furring.Ddf FL13223 R3 AE NOA 15-0122.04.odf 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 R3 II ER RIO-2556-15 Panel metal-wood.Ddf FL13223 R3 II ER RIO-2578-15 Panel to Furring.odfApprovedforuseoutsideHVHZ: Yes Impact Resistant: Yes FL13223 R3 II Install HardiePanel Sidino.Ddf Design Pressure: N/A FL13223 R3 II NOA 15-0122.04.Ddf Other: For use inside a HVHZ install in accordance with Verified By: Intertek Testing Services NA Ltd. NOA 15-0122.04. Created by Independent Third Parry: No Evaluation Reports FL13223 R3 AE ER RIO-2556-15 Panel metal-wood.Ddf FL13223 R3 AE ER RIO-2578-15 Panel to Furring.odf FL13223 R3 AE NOA 15-0122.04.Ddf Created by Independent Third Parry: Yes 13223.3 Prevail Panel Siding fiber -cement panel siding Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL13223 R3 II ER RIO-2556-15 Panel metal-wood.Ddf FL13223 R3 II ER RIO-2578-15 Panel to Furring.DdfApprovedforuseoutsideHVHZ: Yes FL13223 R3 II Install Prevail Panel Sidina.odfImpactResistant: N/A Design Pressure: N/A FL13223 R3 II NOA 15-0122.04.Ddf Other: For use inside a HVHZ install in accordance with Verified By: Intertek Testing Services NA Ltd. NOA 15-0122.04. Created by Independent Third Party: No Evaluation Reports FL13223 R3 AE ER RIO-2556-15 Panel metal-wood.Ddf FL13223 R3 AE ER RIO-2578-15 Panel to Furrina.odf FL13223 R3 AE NOA 15-0122.04.Ddf Created by Independent Third Party: Yes Eack Next Contact Us :: 2601 Blair Stone Road, Tallahassee FL 32399 Phone: 650-487-1824 The State of Florida Is an AAIEEO employer. Copvnaht 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: V ahcl -©. http://www.floridabuilding. org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgvRk6bsvZ66FC... 9/7/2017 Florida Building Code Online Page 3 of 3 Credr, Card Safe http://vA w.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgvRk6bsvZ66FC... 9/7/2017 PROJECT RIO-2556-15 ENGINEERING EVALUATION REPORT FOR ATTACHING JAMES HARDIE® BRAND FIBER -CEMENT PANELS TO WOOD AND METAL FRAMED WALLS WITH VARIOUS FASTENERS JAMES HARDIE BUILDING PRODUCTS, INC. 10901 ELM AVENUE FONTANA, CA 92337 TABLE OF CONTENTS COVER PAGE EVALUATION SUBJECT EVALUATION SCOPE PAGE 1 EVALUATION PURPOSE 2 REFERENCE REPORTS 2 TEST RESULTS 3 TABLE 1A, RESULTS OF TRANSVERSE LOAD TESTING 3 TABLE 1 B, SHEAR VALUES 3 DESIGN WIND LOAD PROCEDURES 4 TABLE 2, COEFFICIENTS AND CONSTANTS USED IN DETERMINING V AND p 4 TABLE 3, ALLOWABLE STRESS DESIGN C&C PRESSURES EXPOSURE B 5 TABLE 4, ALLOWABLE STRESS DESIGN C&C PRESSURES EXPOSURE C 5 TABLE 5, ALLOWABLE STRESS DESIGN C&C PRESSURES EXPOSURE D 5 TABLE 6, ALLOWABLE WIND SPEED (MPH) FOR HARDIEPANEL SIDING 6-7 LIMITATIONS OF USE 7 AS PRODUCT EVALUATOR, THE UNDERSIGNED CERTIFIES THAT THE LISTED PRODUCTS ARE IN COMPLIANCE WITH THE REQUIREMENTS OF THE ASCE 7-10, THE 2014 FLORIDA BUILDING CODE, AND THE 2012 INTERNATIONAL BUILDING CODE. PREPARED BY: RONALD I. OGAWA & ASSOCIATES, INC. 16835 ALGONQUIN STREET #443 HUNTINGTON BEACH, CA 92649 714-292-2602 714-847-4595 FAX RONALD I. OGAWA ASSOCIATES, INC. 16835 ALGONQUIN STREET #443 HUNTINGTON BEACH, CA 92649 714-292-2602 714-847-4595 FAX PROJECT: RIO-2556-15 JAMES HARDIE BUILDING PRODUCTS, INC. 1-888-542-7343 info@jameshardie.com EVALUATION SUBJECT HardiePaneltA Siding James Hardie Product Trade Names covered In this evaluation: HardiePanel® Siding, CempanelO Siding, PrevallTM Panel Siding EVALUATION SCOPE: ASCE 7-10 2014 Florida Building Code 2012 International Building Code® EVALUATION PURPOSE: This analysis is to determine the maximum design 3-second gust wind speed to be resorted by an assembly of HardiePanel (Cempanel. Prevail Panel) siding fastened to wood or metal framing with na0s or screws. REFERENCE REPORTS: 1. Intertek Report 3067913 (ASTM C1186) Material properties HardiePanel Sidirg 2. Ramtech Laboratories Report IC-1270-94 (ASTM E330) Transverse Load Test. 5116" Thick by 48 inch wide HardiePanel Siding installed on 2X4 Hem-Flr wood studs spaced at 16 inches - on center with a 6d common galvanized nail 3. Ramtech Laboratories Report IC-1271-94 (ASTM E330) Transverse Load Test, 5/16" Thick by 48 Inch wide HardiePanel Siding installed on 2X4 Hem -Fir wood studs spaced at 24 inches orr cerlter with a 6d common galvanized nall 4. Ramtech Laboratories, Inc. Report 10868-97/1475 (ASTM E330) Transverse Load Test. 5f16' Thick by 48 Inch wide HardiePanel Siding installed'on 2X4 Group III SG=0.36 wood studs spaced at 16 inches on center with a 4d, 0.091 inch shank by 0225 inch head diameter by 1.5 inch long ring shank nail 5. Ramtech Laboratories, Report IC-1054-89 (ASTM E330) Transverse Load Test. 1/4" Thick by 48 inch wide HardiePanel Siding installed on 20gauge Metal studs spaced al 16 inches on center with a No B X 1 in long X 0.323 in head diameter ribbed bugle head screw 6. Ramtech Laboratories. Report IC=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 on center with a No 8 X 1 in. long X 0.323 in head diameter ribbed bugle head screw 7. Ramtech Laboratories, Report 11149-98/1554d (ASTM E330) Transverse Load Test. 1/4' Thick by 48 Inch wide HardiePanel Siding installed an 20gauge Metal studs spaced at 16 and 24 inches on center with a ETSF 0.100 in. knurled shank X 1.5 in, long X 0.25 in. head diameter pin fastener 8. Ramtech laboratories Report IC-1273-94 (ASTM E72) Racking Shear Test, 5116" Thick by 48 inch wide HardiePanel Siding installed on 2X4 Herri-Fir wood studs spaced at 16 Inches on center with a 6d common galvanized nail 9. Ramtech Laboratories Report IC-1274-N (ASTM E72) Racking Shear Test. 5/16' Thick by 48 inch wide HardiePanel Siding installed on 2X4 Hem -Fri 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. 5116' Thick by 48 inch wide HardiePanel Siding installed on 2X4 Group III SG-0.36 wood studs spaced at 16 inches on center with a 4d, 0.091 inch shank by 0.225 inch head diameter by 1.5 inch long ring shank nail 11. Ramtech Laboratories Report IC-1057-89 (ASTM E72) Racking Shear Tns% 5116' Thick by 48 inch wide HardiePanel Siding installed on ZX4 Hem -Fir wood studs spaced at 16 and 24 inches on center with a No 8 X 1 in. long X 0.323 in head diameter ribbed bugle head screw 12. Ramtech Laboratories Report 11284-99/1580 (ASTM E72) Racking Shear Test, 5/16" Thick by 48 inch wide HardiePanel Siding installed on 2X4 Hem -Fir wood studs spaced at 16 and 24 inches on center with a ET3F 0.100 in. knurled shank X 1.5 in. long X 0.25 in. head diameter pin fastener 9 ST.. rt G'jp• FAO R1DP',1. TERED uuJ/ult uiu la JAMES HARDIE BUILDING PRODUCTS, INC. 1.88B-542-7343 info@jameshardie.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-2556-15 Fastener Spacing rtn 1 Allowable Frame Ultimate Design Thickness Width Spacing Perimeter Field Load Load' Report Number Test Agency in.) in.) Frame Type in.) Supports Supports Fastener T PSF) PSF IC-1270.94 Ramtech 0.3125 48 2X4 wood Hem -Fir 16 6 6 6d common 149 49.7 IC-1270-94 Ramtech 0.3125 48 2X4 wood Hem -Fir 16 4 4 6d common 236 76.7 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 1 4 4 1 6d common 143 47.7 10868-97/1475 Ramtach 0.3125 48 2X4 wood, SG 2 0.36 16 4 8 4d, 0.091 in. shank X 0.225 in. 90 30.0 HD X 1.5 in. long ring shank nail Min. No. 20 gauge X 3.625 in. X Min No 8 X 1 in. long X 0.323 In IC-1054-89 Ramtech 0.25 48 16 6 6 head diameter ribbed bugle 169.9 56.61.375 in metal stud head screw Min. No. 20 gauge X 3.625 in. X Min. No 8 X 1 in. tong 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 ET&F 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 025 in. head 170 56.7 diameter pin fastener Min. No. 20 gauge X 3.625 in. X ET&F "Do 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 101 33.7 diameter pin fastener 1. ivitowaote Loae is me ultimate Loao CNiOed oy a t-acmr ei satery of s. 2. HardiePanel Siding complies with ASTM C1186. Standard Specification for Grade It, Type A Non -asbestos Fiber -Cement Flat Sheels. Table 1b, Shear Values Allowable Loads In Pounds Per Lineal Foot for Panel Shear Walls'•= Fastener Spacing rin. l Frame Ultimate Allowable Thickness Width Spacing Perimeter Field Load' Load' Report Number Test Agency in.) in.) Frame Type in.) Supports Supports Fastener T p I ' IC-1273-94 Ramtech 0.3125 48 2X4 wood Hem -Fir 16 6 6 6d common 603.8 201.3 IC-1273.94 Ramtech 0.3125 48 2X4 wood Hem -Fir 16 4 4 6d common 698.8 232.9 IC-1274-94 Ramtech 0.3125 48 2X4 wood Hem -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 4d, 0.091 in. shank X 0.225 in. 10868-97/1475 Ramtech 0.3125 48 2X4 wood, SG 2! 0.36 16 4 8 1.5 595. 4 198. 5 HD X in long ring shank nail Min No 8 X 1 In. long X 0.323 in IC-1057-09 Ramtech 0.25 48 Min. No. 20 gauge X 3.625 in. X 16924 6 6 head diameter ribbed bugle 990.0 123.8 1.375 in metal stud head screw ET& F 0. 100 in. knurled shank X 11284-9911580 Ramterh 0.3125 48 Min. No. 20 gauge X 3.625 in. X 16 4 B 1.5 in. long X 025 in. head 1227.0 153.4 1.375 in metal stud diameter pin fastener ET&F 0. 100 in. knurled shank X 11284 99/1580 Ramtech 0.3125 48 Min. No. 20 gauge X 3.625 in. X 24 4 8 1.5 m. long X 0.25 in. read 1060.0 132.5 1.375 in metal stud diameter pin fastener 1. All board edges shall be supported by framing. Panels shall be applied with the long dimension either parallel or perpendicular to studs. 2. The maximum height -to -length ratio for construction in this Tables 2:1- 3..In the steel framed assemblies the allowable load Is based on the average load at 1/8 Inch net deflection. RONALD I. OGAWA ASSOCIATES, INC. 16835 ALGONQUIN STREET #443 HUNTINGTON BEACH, CA 92649 714-292-2602 714=847-4595 FAX PROJECT: RIO-2556-15 JAMES HARDIE BUILDING PRODUCTS, INC. 1-888-542-7343 info@jameshardie.com DESIGN'WIiJD LOAD PROCEDURES: Fiber -cement siding transverse load capacity (wind bad capacity) is determined via compliance testing to transverse load national lest 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 the analysis, to calculate the pressures in Tables 3. 4, and 5, the load combination will be in accordance with ASCE 7-10 Section 2.4 eombnning nominal loads using allowable stress design, load combination 7. Load combination 7 uses a load factor of 0.6 applied to the wind velocity pressure. Equation 1, q,=0.00256'Kz'Kn'Kd-V (ref. ASCE 7-10 equation 30.3-1) q, , velocity pressure at height z K, , velocity pressure exposure coefficient evaluated at height z Ka , topographic factor Kd , wind directionality factor V , basic wind speed (3-second gust MPH) as determined from [2012 IBC, 2014 FBC] Figures 1609A, B, or C; ASCE 7-10 Figures 26.5-1A, B, or C Equation 2, V=V,a (rot. 2012 IBC d 2014 FBC Soction 16021 definitions) V,a , ultimate design wind speeds (3-second gust MPH) determined from [2012 IBC, 2014 FBC] Figures 1609A, B, or C: ASCE 7-10 Figures 26.5-1A, B,orC Equation 3, p=g6'(GC,-GC,) (ref. ASCE 7-10 equation 30. E-1) GC, , product of extemalpressure coefficient and gust -effect factor GCp , product of internal pressure coefficient and gust -effect factor p , design pressure (PSF) for siding (allowable desgn load for siding) To determine design pressure, substitute qr into Equation 3, Equation 4, p=0.00256'K,'K„'K,'V,a'-(GCp GCp) Allowable Stress Design, ASCE 7-10 Section 2.4.1, load combination 7 Equation 5, 0.6D + 0.6W (rot.. ASCE 7-10 section 2.4.1, load combination 7) D , dead bad 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,,, = 0.6'Ip) Equation 7, per, = 0.6'10.00256'K; Ka'K,'V."(GCP GCp)) Equation 7 is used to populate Table 3, 4, and 5. To determine the allowable ultimate basic wind speed for Hardie Siding in Table 6, solve Equation 7 for V e. Equation 8, V,o = (p_,f0.6-0.00256-K,' Ka'K,'(GCP GC,.))Q6 Applicable to methods specified in Exceptions 1 through 3 of (2012 IBC, 2014 FBC) Section 1609.1.1., to determine the allowable nominal design wind speed (Vasd) for Hardie Siding in Table 6, apply the conversion formula below, Equation 9, V„ = V. - (0.6)D-1 (ref. 2012 IBC 6 2014 FBC Section 1609.3.1) VM . Nominal design wind speed (3-second gust mph) (ref. 2012 IBC d 2014 FBC Section 1602.1) Table 2, Coefficients and Constants used in Determining V and p, K. Wall Zone 5 Height ( it) Exp B Exp C Exp D K. Kd GC GC 0- 15 0.7 0.85 1.03 hs60 1 0.85 14 018 20 0.7 0.9 1.08 1 0.85 1.4 0.18 25 0.7 D.94 1.12 1 0.85 1.4 018 30 0.7 0.98 1.16 1 0.85 1.4 0.18 35 0.73 1.01 1.19 1 085 1.4 0.18 40 0.76 1.04 1.22 1 0.85 1.4 0.18 45 0.785 1.065 1 1.245 1 D.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 1.43 h>i 1 0.85 1.8 0.18 OG i P•: PSl icq '9 G 2412 rF. . y'•, STATE 1XI; RONALD 1. OGAWA ASSOCIATES, INC. 16835 ALGONQUIN STREET tl443 HUNTINGTON BEACH, CA 92649 714-292-2602 714-847-4595 FAX PROJECT: RIO-2556-15 JAMES HARDIE BUILDING PRODUCTS, INC. 1-888-542-7343 info@jameshardie.com Table 3, Allowable Stress Design - Component and Cladding (CSC) Pressures (PSF) to be Resisted at Various Wind Speeds = Wind Exposure Category B. Wind S 3-secondgust) 100 105 110 115 120 130 140 150 160 170 180 19D 200 210 Height (ft) B B B B B 8 B B 8 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 5Z.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 16.6 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 1 -19.0 20.7 226 26.5 30.7 35.3 40.1 45.3 50.8 56.6 62.7 69.1 45 16.2 17.9 19.6 21.4 23.3 27.4 31.7 36.4 41.5 46.8 52.5 58.5 64.8 714 50 16.7 18.4 20.2 22.1 24.1 282 32.7 37.6 42.8 48.3 54.1 60.3 66.8 73.7 55 17.1 18.9 20.7 226 24.7 28.9 33.6 38.5 43.8 49.5 55.5 51.8 68.5 75.5 100 25.6 282 3 .0 33.8 36.9 43.3 0.2 757.6 65.5 4.0 82.9 92.4 102.4 112.9 Table 4, Allowable Stress Design - Component and Cladding (C&C) Pressures (PSF) to be Resisted at Various Wind Speeds - Wind Exposure Category C, Wind Speed 3-secondgust) 100 105 110 115 120 130 140 150 160 170 180 190 200 210 Height ft 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 36A 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 09.6 56.0 62.8 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 60.2 675 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 24.2 26.6 29.1 31.6 37.1 43.1 49.4 56.2 63.5 71.2 79.3 87.9 96.9 50 22.5 24.8 27.2 29.7 32.4 38.0 44.1 50.6 57.6 65.0 72.9 81.2 89.9 99.2 55 22.9 252 27.7 30.3 33.0 38 7 44.9 51.5 58.6 66.2 74.2 82.7 91.6 101.0 60 100 32.6 35-9 39.4 43.1 48.9 55.0 63.8 733 63.4 94.1 105.5 177.8 130.3 143.6 Table 5, Allowable Stress Design - Component and Cladding (C&C) Pressures (PSF) to be Resisted at Various Wind Speeds - Wind Exposure Category D, Wind Speed(3-second gust 100 105 110 115 120 130 14D 150 160 170 180 190 200 210 Height (ft) D D D D D D D D D D D D D D D-15 21.2 23.4 25.7 28.1 30.6 35.9 41.6 47.8 54.4 61.4 68.8 76.7 85.0 93.7 20 22.3 24.6 27.0 29.5 32.1 37.7 43.7 50.1 57.0 64.4 72.2 80.4 89.1 98.2 25 23.1 25.5 28.0 30.6 33.3 39.0 45.3 52.0 59.1 66.8 74.9 83.4 92.4 101.9 30 23.9 26.4 29 0 31.6 34.5 40.4 46.9 53.8 61.3 69.2 77.5 86.4 95.7 105.5 35 24 5 27 1 29.7 32.5 35.3 41.5 48.1 55.2 62.8 70.9 79.5 88.6 98.2 108.3 40 25.2 27.7 1 -30 5 33.3 36.2 1 -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 50.3 57.6 65.7 74.2 83.2 92.7 102 7 113 3 50 252 28.9 31.7 34.6 37.7 44.3 51.3 58.9 67.1 75.7 84.9 94.6 104.8 115.5 55 26.6 29.3 32.2 35.2 38.3 45.0 52.2 59.9 68.1 76.9 86.2 96.1 106.4 117.4 4 tOD 37.0 40.8 44.7 48.9 53.2 62.5 72.5 83.2 94.6 106.8 119.8 133.4 147.9 163.0 Tables 3, 4, and 5 are based on ASCE 7-10 and consistent wdh Ole 2012 IBC, 2012 IRC and the 2014 Florida Building Code 1uS1OGrq, IF] 24121 •' RONALD I. OGAWA ASSOCIATES, INC. 16835 ALGONQUIN STREET #443 HUNTINGTON BEACH, CA 92649 714-292-2602 714-847-4595 FAX PROJECT: RIO-2556-15 JAMES HARDIE BUILDING PRODUCTS, INC. 1.888-542-7343 info@jameshard.ie.com Table 6, Allowable Wind Speed (mph) for HardiePanel Siding (Analytical Method in ASCE 7-10 Chapter 30 C8C Part 1 and Part 3)° 201218C, 2014 FBC 2012IBC, 2014 FBC 1 9 . STATE 7 i^'. F( P,•' \ O RfD,. G```` RED EN\\ 1!!/1111 lilt 1\ Coeflielents used In Table 6 calculations tcrV,4 Allowable, Ultimate Design Wind. Speed, 3•second gust mph) Allowable, Nominal Design Wind. Speed, 3•second gust mph) Applicable to methods e 01aeFBCJ Secbonin [ 2012 IBC, 1609. 1.1. as determinedthrough 12012 IBC, 2D14 FBC] Figures 1609A, B. or C. Applicable to methods fed3 oE20 ZIBC7 2014 FBC] Section 1609. 1.1 Wind exposure category Wind exposure category Siding K. Product Product Thickness inches) Width inches) Fastener Type Fastener Spacing Frame Type Stud Spacing inches) Building Height"' feet) B C D B C D Allowable Design Load PSF) Exp B Exp C Exp D Ka K. GC, GC, HardiePanel 5/16 48 6d common 6 2X4 wood Hem - Fir 16 D- 15 186 168 153 144 130 118 49.7 0.7 095 1.03 hz60 1 0.85 14 10.18 20 186 164 149 144 127 116 49.7 0.7 0.9 1.08 1 0.95 1.4 0.18 25 186 160 147 144 124 114 49.7 0.7 0.94 1.12 1 0.85 14 O.1B 30 186 157 144 144 121 112 49.7 0.7 0.98 1.16 1 0.85 1.4 0.18 35 182 154 142 141 120 110 49.7 0.73 101 1.19 1 0.85 1.4 0.18 40 178 152 141 138 118 109 49.7 0.76 1.D4 122 1 0.85 1A 0.18 45 175 150 139 136 117 108 49.7 0.785 1.065 1245 t 0.85 1.4 0.18 50 172 149 138 134 115 107 49.7 0.81 109 1.27 t 0.85 1.4 0.18 55 170 t47 137 132 114 106 49.7 0.81 1.11 1.29 1 O.BS 1.4 0.18 60 168 146 136 130 113 105 49.7 0.85 t.13 1.31 1 O.B5 14 0.18 100 139 124 116 10B 96 90 49.7 099 126 1.43 h>60 1 10.85 1.8 0.18 HardiePanel® 5l16 48 6d common 4 2X4 wood Hem - Fr 16 0- 15 233 212 192 181 164 149 78.7 0.7 0.85 1.W hS60 1 0.851-1,41 0.18 20 233 206 188 181 159 146 78.7 0.7 0.9 1.08 t 0.85 1.4 0.18 25 233 201 185 181 156 143 78.7 0.7 0.94 1.12 1 0.85 1.4 0.18 30 233 197 181 181 153 140 78.7 0.7 1 0.98 1.16 1 0.85 1.4 0.18 35 229 194 179 177 151 139 78.7 0.73 1.01 1.19 1 0.85 1.4 0.18 40 224 192 177 174 148 137 78.7 0.76 104 1.22 1 0.85 1.4 0.18 45 220 1 189 175 171 147 136 78.7 0 785 1.065 1.45 1 0.85 14 0.18 50 4 187 173 1 3 145 134 787 0.81 1.09 1.27 1 0.85 1.4 0.18 55 214 185 172 166 144 133 79.7 0.83 1.11 129 1 0.85 v •1.4 0.18 60 212 184 171 164 142 132 TV 0.85 1.13 1.31 1 10.851 14 1018 100 175 155 146 136 120 113 78.7 0.99 126 1.43 h>60 1 OAS 1.8 018 HardiePanel 5/ 1,6 48 common 6 2X4 wood Hem - Fr 24 0- 15 147 134 121 114 103 94 31.3 0.7 0.85 103 h560 1 0.85 1.4 0.18 20 6- 7 130 119 32659 101 92 31.3 0.7 0.9 1.08 1 0.85 1.4 018 25 7 127 116 5 98 90 31.3 0.7 0.94 1.12 1 0.85 1.4 0.18 30 147 124 114 114 96 89 31.3 0.7 0.98 1.16 1 0.55 1.4 0.18 35 144 123 113 112 95 87 31.3 0.73 1.01 1.19 1 OA5 14 0.18 40 141 121 112 109 94 86 31.3 0.76 104 122 1 0.85 14 0.18 45 139 119 110 1D8 92 1 86 31.3 0.785 1.065 1.245 1 0.85 1.4 0.18 50 137 118 109 1D6 91 85 31.3 0.81 1.09 1.27 1 0.85 1.4 018 55 135 117 108 105 91 84 31.3 0.83 1.11 129 1 0.85 1.4 0.18 60 134 116 108 103 90 83 313 0.85 1.13 1.31 1 0.85 14 0.18 100 111 98 92 86 76 71 313 0.99 1.26 1.43 h>60 1 10.85 1.8 0.18 HardiePanel® 5/ 16 48 6d common 4 2X4 wood Hem - Fir 24 0- 15 182 165 1 150 141 128 116 47.7 0.7 0.85 1.03 h560 1 0.85 1.4 0.18 20 182 160 146 141 124 113 47 7 0.7 0.9 1.08 1 0.85 1 4 0,18 25 182 157 144 1 141 121 ill 47.7 0.7 0.94 1.12 1 0.95 1.4 0.10 30 182 154 141 1 141 119 109 477 0.7 0.98 1.16 1 0.85 1.4 0.18 35 178 151 139 138 117 108 47.7 073 1 01 1.19 1 0.85 1.4 0.18 40 174 149 138 135 116 107 47Y 0.76 1.04 122 1 OAS 1.4 0.18 45 172 147 136 133 114 106 477 10.785 1.065 1.245 1 0.85 1.4 0.18 50 169 146 135 131 113 105 47.7 0.81 1.09 127 1 0.85 1.4 0.10 5N167165 144 134 129 112 104 47.7 0.83 1.11 1.29 1 0.95 1.4 0.18 60 143 133 128 111 103 47.7 0.85 1.13 1.31 1 0.85 141 0.18 100 137 121 114 106 94 88 47.7 0.99 126 1.43 h>60 1 0.85 2.8 0.18 HardiePanel 5l16 4d, 0. 091 in. shank X 0.225 in HD X 1.5 in. long ring shank nail 4 edge 8 field 2X4 wood SGZ0. 36 16 0- 15 144 131 119 112 101 92 300 0.7 0.85 1.03 h560 1 OA5 1.4 0.18 20 144 127 116 112 98 90 30.D 0.7 6.9 1.08 1 0.85 1.4 0.18 25 144 124 114 112 96 88 30.0 0.7 0.94 1.12 1 0.85 14 0.18 30 144 122 112 112 94 87 30.0 0.7 OM 1.16 1 0.85 1.4 019 35 141 120 111 109 93 86 30.0 073 101 1.19 1 0.85 1.4 018 40 138 118 109 107 92 85 300 0.76 1.04 122 1 O.B.S 1 4 0.18 45 136 117 108 105 91 84 30.0 0.785 1.065 1.245 1 0.85 1.4 0.18 50 1 134 116 107 104 89 8-3-30.0 0.51 1.09 1.27 1 0.85 1.4 0.18 2132 114 106 103 89 82 30.0 083 1 11 1.29 1 0.85 14 0.18 60 131 113 1 105 1 101 88 82 30.0 6.85 1.13 1.31 1 0.85 1.4 0.18 100 1 108 1 96 1 90 1 84 74 70 30.0 1 0.99 1 1.26 1.43 h>60 1 10.115 1.6 0.18 RONALD I. OGAWA ASSOCIATES, INC. 16835 ALGONQUIN STREET #443 HUNTINGTON BEACH, CA 92649 714-292-2602 714-847-4595 FAX PROJECT: RIO-2556-15 JAMES HARDIE BUILDING PRODUCTS, INC. 1-888-542-7343 Info@ameshardie.com t11t411f I IIIU/1h, OGgLt; IsSA '%.% 2012 /BC, 2014 FBC 2012 IBC, 2014 FBC 2412 Allowable, Ultimate Allowable, Nominal Design Wind, Speed, Design Wind, Speed. F l+ - 1iC' 3-second gust mph) 3-second gust mph) ill... FrpL1Applicabletomethods sp 112 Applicable to methods 7'// S•j•' O 1 P:v` specifiedInExceptions1EDR90.4FCeon160dethrough 3 o1 [ 20121BC, ftlull I Illlttt s mned 2014FBC] Section j2012 IBC, 2014 FBC] 1609.1.1. Figures 1fi09A S. or C. Coefficients used.in Table 6 calculations for V_ Wind exposure category Wind exposure category siding K Product Stud Building AllowableAllowableFastener ProductThickness Width FastenerFrameSpacingHeight'•' B C D B C D De sron inches) inches) Type Spacing Type inches) feet) Load PSF) Exp B E:p C Exp D K. Ki GCS GCp 0-15 198 180 163 153 139 126 56.6 07 0.65 1.03 1h.60 1 0.85 1.4 0.18 Min. No B X 20 198 175 159 153 135 123 56.6 07 0.9 1.08 1 0.85 1 4 0.18 25 198 171 157 153 132 121 56.6 0.7 094 1.12 1 0.65 1.4 10.18, 1. in. long X Min. No. 30 198 167 154 153 130 119 056.6d 0.7 0.98 1.16 t o.a5 1.4 018 0.323 in 20 gauge 35 194 165 152 150 128 118 56.6 0.73 1.01 1.19 1 0.115 1 4 0.18 head X 3. 625 40 190 162 150 147 126 116 56.6 0.76 1.04 122 1 0.85 1.4 0-18 HardiePanel& 1/448diameter6in. X 16 45 187 161 148 145 124 115 56.6 0.785 1.D65 1.245 1 0.65 1.4 0.18 ribbed 1.375 in 50 184 159 147 743 123 114 56.6 0.61 1.09 7.27 1 0.65 1.4 0.18 bugle head metal55182K15146 141 122 113 56.6 0.83 1.11 129 1 0.65 1.4 0.18 screw' stud 60 180 145 139 121 112 56.6 0.85 1.,3 1.37 1 D.BS 1.4 O18 100 149 124 115 102 96 56.6 0.99 126 1.43 h 60 1 0.65 1.60.18 0-15 146 120 113 102 93 30.6 0.7 0.95 t.03 hS60 1 D.85 1.4 0.18 Min. No 8 20 146 117 113 99 91 30.6 0.7 0.9 1.08 1 0.85 1.4 0181 25 146 115113978930.6 0.7 0.94 1.12 1 0.95 1.4 018 in. long X Min. No. 30 146 113 113 95 88 30.6 0.7 o-W 1.16 1 095 4 0.18 0:323 in 20 gauge 35 143 112 110 94 86 3D.8 0.73 1 01 1.19 1 O.I75 1.4 0.18 head J( 3. 625 40 140 119 110 108 93 85 306 0.76 1.04 122 1 095 1.4 0.18 HardiePaneM 1/448diameter6in.X 24 45 137 118 109 106 91 85 30.6 0.7a5 1.065 1.245 1 095 1 4 0.18 ribbed 1.375in 50 135 117 108 105 90 84 30.6 0.81 1.09 127 1 085 1.4 0.18 bugle head metal55134 116 107 1D4 90 83 30.6 0.83 1.11 1.29 1 0.85 1.4 0.18 stud strew' 60132 115 106 102 89 82 30.6 0.85 1.13 1.31 1 0.85 1.4 0.18 100 109 97 91 85 75 70 30.6 0.99 126 1.43 h>60 1 10.851 1.6 10.18 ETB.F 0. 15 198 180 163 153 139 127 56.7 07 0115 1.03 hS60 1 0.85 1a 0.18 20 198 175 160 153 135 124 56.7 0.7 0.9 1.08 1 0.85 1.4 10.18 0.100 in. 25 498 171 157 153 132 121 56.7 0.7 0.94 1.12 1 0.85 1.4 10.181 knurled Min. No. 30 198 167 154 153 130 119 56.7 0.7 0.98 T.16 1 0.95 1.4 0.18 shank X 20 gauge 35 194 165 152 150 128 118 56.7 0.73 1.01 1.19 1 0.85 1.4 0.18 1.5 in. long 4 edge X 3.625 40 190 163 150 147 126 116 56.7 0.76 1.04 122 1 0.85 1.4 018 Hardie Panel® 5/16 48 X 0.25 In. 8 field in.'X 16 45 187 161 149 145 124 115 56 7 0.7B5 1.065 245 1 0.85 1.4 018 head 1375 in50184159 147 143 123 114 56.7 0.81 1.09 1.27 t 0.65 1.4 0.16 diameter metal 55182157 146 141 122 113 56.7 0.83 1.11 1-29 1 10.95 1.4 0.18 pin stud 60180 156 t45 139 121 112 56.7 0.85 13 1 31 1 o a5 4 O.tB fastene? 100 149 132 124 115 102 96 56.7 0.99 126 1.43 h>60 1 085 1.8 0.18 0-15 153 139 126 118 107 98 33.7 0.7 0.85 1.03 hS60 1 0.115 1 -1.4 0.18 ET&F 0. 100 in. 20 153 135 123 Its 1 D4 95 33.7 0.7 0.9 1.08 1 0.85 1.4 10.18 25 153 132 121 118 102 94 33.7 0.7 0.94 1.12 1 0.85 1.4 0.18 knurled Min. No. 3D 153 129 119 118 100 92 33.7 0.7 0.98 1.16 1 0.85 1.4 0.18 shank X 20 gauge 35 150 127 117 116 99 91 33.7 0.73 1.01 1.19 1 0.85 1.4 0.18 1.5 in. long 4 edge X 3.625 40 147 125 116 114 97 90 33.7 0.76 1.04 122 1 0.85 1.4 0.18 HardiePanel 5/1648Xin. 8 field in. X 24 45 144 124 115 112 96 89 33 7 0 785 1.o65 1.245 1 0.85 1 4 018 head head 1. 375 in 50 142 122 1 113 110 95 88 33.7 1 081 1 1.09 1.27 1 0.65 14 016 diameter metal 55140121 113 109 94 87 33.7 0.83 t.t1 129 1 0.85 1.4 0.18 pin stud 60 139 120 112 107 93 87 33.7 0.85 t f3 1.31 1 095 1.4 0.18 fastenef 100 115 102 95 89 1 79 1 74 33.7 0.99 126 1 1.43 h>W 1 0.85 1.8 0.18 1. Screws Shall penetrate the metal framing at least three full lhreadS. 2. Knurled shank pins shall penetrate the metal framing at least 114 inch. 3. Building'height = mean roof height fin feet) of a building, except that eave height shall be used for roof angle a less than or equal to 10' (2-12 roof slope). 4. Vult = the ultimate design wind speed (3-second gust mph) as determined by [2012 IBC, 2014 FBC] Figures 1609A. 1609B, or 1609C; ASCE 7-10 Figures 25.5-1A, 26.5-1B, or 26.5-1C. 5 Vasd - the nominal design wind speed applicable to methods specified in Exceptions 1 through 3 of [2012 IBC, 2014 FBC] Section 1609.1.1. 6 The wind speeds in f2012 IBC, 2014 FBC] Figures 1609A,1609B and 1609C are ultimate design wind speeds, Vult, and shall be converted in accordance with [2012 IBC, 2014 FBC] Section 1609.3.1 to nominal design wind speeds, Vasd, when the provisions of the standards referenced to [2012 IBC, 2014 FBC] Section 1609.1.1. Exceptions 1 through 3 are used. 7. Linear interpolation of building height and wind speed is permitted. 8. Wind speed design assumptions per Analytical Method in ASCE 7-10 Chapter 30 C&C Part 1 and Part 3: Kr=1, K4=0.85, GCp=1.4 (hs60), GCp 1.8 (h>60), GCy=0.18. LIMITATIONS OF USE: 1) Fastener pullout must be evaluated when installed a species of wood studs other than that which was tested. PROJECT RIO-2578-15 ENGINEERING EVALUATION REPORT FOR ATTACHING JAMES HARDIEO 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 TABLE 1A, RESULTS OF TRANSVERSE LOAD TESTING 2' TABLE.IB,ANALYSIS OFALLOWABLE LOAD FOR #8 SCREWAT 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 CSC 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 2014 FLORIDA BUILDING CODE, AND THE 2012 INTERNATIONAL BUILDING CODE. PREPARED BY: RONALD 1. OGAWA d ASSOCIATES.-INC. 16835 ALGONOUIN STREET "43- HUNTINGTON BEACH, CA92649 714-292-2602 - 714-847.4595 FAX- Wtoo# cQGtiGV,cj.. _1ti, I RONALD I.OGMAASSOMTES, INC. 16835 ALGONOUN STREET 0443 HLPMMGTON BFACK CAS2649 1) 714.292,2602; (F) 7,4-647.4M PROJECT: Rt0-257&15 EVALUATION SUBJECT HardisPanoM Siding James No" Product Trade Names covered In" evaluation: Hardapsnew SIEmp. Cct> Mine S16m0. Preval" Pane! Stay EVALUATION SCOPE: ASCE 7.10 2014 Rados Buifwp Coda 2012 brrtnaoanat Btdldtq Cade' 2ot2 t cz:uud oat Residertbal Cade EVALUATION PURPOSE: This a,alys s Is to d"—m am MAAMLrn dulpn 3-eemrro Puri Wrd speed to be resisted by an esownby of HardhPrrl (Campmd. Prevai Pane* oidw* tastaned b.qm tvwps an N'Jrrwood or moat fradunp wth nab or screw*. REFERENCEREPORTS: 1. fhanek Raptin 102Q24303 MW1A, Invvvrae bad fast on HardisPaneL TEST RESULTS: Table Is. RasuID of Transverse Load Tasttrq From FQM,m Mini" A30* & Test Thioaeas Spasap Spacing Fas,oer Type. Load 1 -4-I Lwa' Report Number A2crtcy IK) VHd9f (in. Frame Typo' Rn.) final and Dihaalo t PSF) PSF) Failure Made 001 A fntenaft 0 3125 0e 2X4 wood 04 W slick by 3.5' to a No. e X 125• long X 0.32r NO102t12a363C0016f1.7 Si.6 pull thtou: rtnr rrewdnSPF D ribbed Wile Mad _ 102024363000-001A intense, 0.3125 se 2X4 wood taro 3M' Vkk by 3.5- 15 a No. e X 125 long X 0.323' HO 7 A 43.8 PA tmouph- wide SPF lum dated moo Mad acre" 1t12024383CQf}a01A ttrxetM 0.3t25 4e 2X4 wood sad. 314.1tick by ]s 10 t2 No, a x 125' tong X I== HD 106., 3s a poll ivouyt wide SPF aamg dbbed Mao Mad saeea IM02e393C O-MIA tMJrJk 0.3125 ore 2X4woodWd,3J4•dvtseby3.5' 16 6 O.CAshankX0.215HDaI-T t47.8 d'e2 ptdltmouyirtntuswideSPFhnnpbn2ft'g stars nab 10202a]GSva000fA trtahrhek 03125 4e 2X4 wood apra, 3N' tars sty 3.5 24 B Na. e X 12V IOM X 0-= HD 2.7 L 7.6 Frt muxt rtnatae wlds SPF ft *V ribbed bMW toad case 1. As t"aren were suaawa an norng wwmn perwiva= dda ee tnmmp rrwmww. 2. AlawL7le load is delon- road from tM=W to toad dWoca by a facer of safety of 3. 3. HarGePanol Siding cw.4 m with ASTM C I I W, Staraard SpeoWcazion tar Grade !, Type A ATtrf asov=s roar.CemeN Fla; Shoals. Table Ib. Analysis at Allowabin Load for ea 5crew at tor' O.C. 98 Svew SP26= Fasten+ Spacind On. a 12 Frame 6 18 FarietarT area 13 1.11116Allowablebd35• 1. 1`10. M.6wtal fariaaload 47.243.1 The t2=wr toad for 08 so" at 1 P O.G. was cwiyated as the ow. age a the test reuMs for e• arL 1Y O.C. The slow" bad to eD screw in the apecnp of liT O.C. Into tuning can be cit+dated by etterpo4tiq the re"ths d same tastesm at it aria 12' O.C. amdo troth tests had Lane tafaae made aft tasa:er pull Mmugh from ga pb:eit.As shown In the table, the alto rabb bad for 68 aww m irta:" at 10' O.C. to wood knin b 311./ pet. Justification of Using the Resutta on Ught Oates Steel Fnrdrtg In the "died mrdowli M. . ap tastaran wan anscrurd to heft only, so whetter the Ntrefp is st-c ad b ealod or "eof tramm does not a -fact pimeW conswu load wacq. trs the pc*cl anpineefs rdapo siblWy to en"ae the furring aan7ttsers she taming memabers to Rate uatfoem bad mpeawa. G N 1 1: STATE F • OF. " L0R\0" RONALD 1.OGAVAASSOCIATE6, INC. IGMALGONOWN STREET0"3 H'JNTENGTON BEACH, CA 92649 7) 7tA.292-2802 (F) 714-847-4525 PROJECT: REO-257&15 DESIGN WIND LOAD PROCEDURES: Fwmcexard sl0tng Canevmse load apadt)(wum Iced agadty) Is datormvmd via mmptanu mtrV to ronsvvse bad nXimW tea conda•d•. VA Vw t: am e.-ab toad testing an attbasbla oetign bad is Mennfned based on a MM d &fay of 3 appTud to t1w Ldwu n utl load. Equation 1. q,W.00258 1("t(, 1(, Vr pef. ASCE 7-10 t7to.wr7 M3-i) C6. wabdly prospaa at height x K . velocity onnsurs a*Pasure taaftiard evskuded at heights Kn . topograpt"clot Equa.u*n 2, K, . wine dlndbnafit7 taaor V , basic vFM s'psed (34amrd Quaff MPH) as domradtwd from 2012 IBC Fiptaas 1609f, B, or C; ASCE 7.10 FQ%w*s 26S1A B, or C V.Vr pef, 201219C Soc6on IM2.1 de6rl V=) V.. uH+twta design wind apoaw (Ssemnd gual MPH) dwnnar0 from 20121BC Figures 1G.'9A B. or C: ASCE 7.10 FiQtcee 26.5.1A B• orC. Eq= Wm 3, p-%*((3C.-GCw) Poef. ASCE 7-10 W.QV o 30.61) GC.. pusud of aaanal wwure mddmnt and gull-ef ea ism GC. , rrorlua of bwtnsl wossute ooemcient and QusttJaa tactor p . design wasaae (PSF) for siding (allc4,rm" acagn bod bri; i ) To detmntine OmiQn pressure, su0caa Q *= Equ2t n 3, Equation A, P-0,00256•K-K..•ry .1(GCrGC.) A, ows-We Straw Design, ASCE 7.30 Semen 2.4.1. road ==bftwien 7 Equation i, 0 6D • 0.6W (nf. ASCE 7-10 saawn 2e.1, lea.! ConLinabon 7) D , do" load W , wino bad To wtemvw' f1w AQDrabb Street Cwsipn Aess; 10. attdy the bad faaorfor w NOW) ham Eguanan a to P (besipn pressum) osoemlrwd from equayon 4 Egualkm a, p- - OXVI Equation 7, p-- OBIO.0025G•K•K.'K.' .`'tGC.-GC.)) Eque;on 7 is aw to pope am Table 3, I, and a TO O" Mww flm aewatio LAMrn o be sir wind speed for Hara,e Sidurp In Tat11e S. x* :w EgLw= 7 for V. Equation e, Va.(pJ0.6roJ102srK,_'1(„'K.'(GC,c,d1" Ape i= LW* to tm02Wc saeci Win Etwp6ons 1 0rmrgh 3 of 201219C Sac6a n ! 602.1.1„ to daxrni&w the egow•hte xw.vi t design wild (Vand) WHArC',e S;&V H TA de Q. aaoy the =rorrs7n hrm06 blot. Equation a, V— • V.. (0.61•s (,el. 2012 JBC Sc=—,on 1ti0D.3. T) V , Nbrninl design wand speed (3-socond pus moh) (ml. 20.2 IBC Se _+or: 1602.1) RONALD 1. OGAWAASSOCIATES. INC. 1605 ALGONOUIN STREET CI43 HUNTINGTON BEACH. CA02649 T) 714-292-2602; (F) 714-647-4595 PROJECT., PJO.257&15 Table 2. CoeRlclanb and Constatds Load In Daunnlninp V and P. Mmuilm 0MMMM®txn Q' m®' mulm 0Mmm m m 019 iFz7MEEM•M Off!® 0 0MMM®Mmm Table 3. Allowable Strew Design - Component and Cladding (C+t) PmssIves (PSn m be Res4bd it Vktfim Wind Sp-& - Wind E-,- Cabagoy 8, . . E TS E:7S$E 1`-5=E:S!'3.7A ta Table 4. Allowable Sb'us Design - Component and Cbdd1ng (C&C) Pressures (PSF) to be Resisted at Various Wind Speedo - Wind Exposure Category C. tso t3-art 1 100 t 11 11 1 1 ni 0-1 t 19.3 2 232 2 2 29 9 34 4 39,5 44,9 50. SB.B D.1 0 18.8 20.5 225 24.6 25. a1.4 a84 d1. 53 iD.2 67.0 43 Bib 25 19A 21 4 23.5 B 2 5 36 0 j3 6 49 8 0 G2.8 U.D r .G 6 .S 30 202 2L3 4 25. 99.1 a42 396 51.8 53.4 655 72.0 P-0.9 0B2 24J1 23.0. 2 2 .8 a00 mob 3 60.2 b7.5' 7YZ 63. 01.9 40 21 A 8 4 W-9 JB. 42. 18.3 54.9 62.0 fi9.5 r ,4 Z5.6 94 6 - 4 2z.o 2a.2. 266 9.1 a1.8 a .1 s3A -• 794 63S t. 3 6 .9 248 4 44.1 b S .b ' 41.D d2.9 v'12 469. 55 Z2.9 a0.3 33D 4.9 t SQ6 Z2 4. u.7 91,6 JM u. 100 1-2H 359 394 a3.1 46,9 55.0 61e 73,3 834 94A 105.5 6 130.3 momm Tabled, Allumbis Sums Design • ComponW and Cladding (CAC) Pressures (PSF) to be Raslatid al Various Wild Speeds • Wind Exposure CanOory D, AncS usu IDD IDS 110 11 • Izo 1 Is. 1 1 11 1 19 200 21 1+e tsoD D U0 13 D D O D Wt 1.2 23a 1 b 4l. 4 54 4 61,4 iE.B 6 A L . 20 22 3 74 6 27.0 . 29.5 ' 22.1 a7.7 -- 43. 501 57.0 64.4 72.2 ao 4 - 691 - - 45.2 - 75 73J.1 25 28 D all 333 39 0 J53 W 0 59.1 66.8 7e 9 MA 92 4 101.9 290 a1, i4 40A J5,9 tl s.3 i9.2 7.5 bs4 90 7•:OS.S 35 24. 2.1 729. 3L5 3 d1 4B.1 62.9 0,9 79.5 bib 68.2 106.3 40 25 30. 3. J6. 42, 4 .3 A t11. 90.9 1110. 11t• 4 25 283 31.1 140 3.0 Zia 03 75.6 65.r 7-4 43. O7 1D2. 11,3 50 26 2111, Ur Aw 1Dc6 11 - 55 2f> 9 293 72 J52 aB.3 S,D 52 59.9 f.1 76.9 6S p 96.1 105 Ali117.4 b rb. b 4 1 3r.0 1 40 8 1 64• A i 106. 119. 33A 147.fo I 163 Tables 3.4. and 5" based on ASCE 7.10 and mf,statont wttl ttu 201218C. 20121RC • . - - - f . - . z .. , ' "'. . '• _ t . . 11kill t 0G ........ All FL C R\OP IONA 11 4 R1. 0Gt1AA =&4TE5, DC. IGM 71r.OK_,M STREET aa43 HUh'T9f--TD1C BFAZK CA 02649 T) 714,M-2002-(9714-U74695 PROJECT: R10-257"s i:Ye , "RDI£ eUCDHGG PRWUM.IMC. wasa-Tug trlb$rmliut0lfst0 Abb S. Allowable 1Yad OPe!d (Mph) Henlioolo 9J91tM (Ara?yakYt AWlo01n ASCE 7.10 t - - - - - ` CMARr >0 CAC Part f a•d Aart • L , I- aYIIM:J., UL•!O •ap.rpr e. IM,e, s/t'•ap--d _ Oa.pti141 pawl i'a D•.OII . p•rL•eV 91•L noaJ t)•••m+a Cnf oral) _. _ _ Nara'n E•,al,w I - t1rl.a ti'ppt7 a>G a+K.ar{su wr.sma _, _ .. _ . f)Ia /a7 •i1•••traaL Y, faq l•,a I10a)J. - - PM= Lillie m. Theo- lrl VAOM' N. Ff111111w YCI Fatl.a•1 Cb•!9 FM-lnr GlA fi-awtr, e) Ad7- fMCL.°• W- 0 ' C• D 0 C D p.y,Lar 0+7 r.rY lraC Pao Y_ 14). tla.7•Pwlo YIO t 1 fN' 1 H.,ax 12L'Nep 0'10 iwd C•.r1 v. r QG. afy a,b 22a u.w zD pa. urw rbd,]K by IV rta•rYoa YpY 1a. iW " 015 114 1 166 11Y 13J• 324 617 oft d w0 CO oc I• AJ all, Cu 70. W i 1 5- to 179 Z7t•- OA am IN- 5 197• 100 I= 11. in lit i1• CA or 1 r7 1• t ea Ce- 4• J. elk GIa 301031m11e1tl170IleJipOACnLt1aS tell 1w 1ae 6 12. it. N• On 101 11Y 1 CL CIS 11 a . al, as 193 9 140 1U 127 t:2 Zia C1a 1a, I- a0 Ir lw Ito aa 110 0a 426 -• GN 1w 131 1 on C. 4J'pta 0u to lie 1>. 143 S32 20 it l. to, O L> 16 177, IM W 1W it Ila JJa Om In a CO 00 CR 01, C3I:Y it., 1.1 M 17 1We ale 04 11] Sa t I,5- t20 70 i12 i9 93 430 pP to 10 1 1, on 1A Ott rora.. o.s Yte r 1 4" y Jl., a It 11^ OS11p r1, Yaa Y1p' r- aa aawiOC. e1+ 11 2x4-. W P1.tI.1 Y11, 1p, W e. A K2.r tr aaM Q W H 61• t:• a64 r 1a3 1,1 J b CM Gc 10 Cb odA• a,• 7a1., la t _ 116 t on sr: 1a 7 le. 1 1 72i 115 Jl. CIO tY t7 1 Ca'. CdJ• 1. CIL sy1 , to 4 l IN J]a on ew 1,• 11C. S 4a N WIp. t.) t>: t7Y tll I{D J1N On 1L 177 M 11t 1 fIN1 t il• On 1ci u. 1 CL•. COOt., GI, ap1O - tY t0• kill rL C„ 1P 1 7 1 t 1 , l7. 1W 91qa GU 11l l- C C6w G1. t.N, r.? ts1 t). s77 Ito is 4]• pa] 111. l]] lit C 10' Yp Ya• p.i 4 Naax 3.^ Llryi et, u,• 2xar w 21 e••11•I a• Mc. ar e7a6• 10 615 Its t-. 115 lab IQ• On OC Im 1.a1[I=. pre 7p HJ 1.1 130 t 1t 1 A., GA ow t,7 1. W 1 •6" d 106artro 11' 17+ 1 t•• S, Ill 1_ 170 0) Cl 1r, 15 at. 1• 1 1 1 SI•let1Olai 1Y11• tm 1'1 p art 1J 10 e•mCf• wrWOM 5ne 41 tta Yx 1.• S C n, w Ytp tf.-• ITOC m 7x4 . ad J P.1M 0a t'Y.• tnd Ka.^ Mp, 11 is O-{ s 157 fat 7Y t71 Ito too za. - C.70 M I I= 01. 2. 1 W a 20 12, It. M a• 07p om1 lrin 1 DO 1atl0u CIL16l., 05 1 iC 0 _ cr lI: I_ 112 t 7f t61 W ti,.a Cit CN 1 ,N 1 10LY Gd4• N t,• 31TT- 1 0 11 i p• Pa 1e1 f i.0 0 i p oia Ca1 L•l. aat0li1• p t: • 116 ti] Y Sa Ll1 I> lS. r C21 a,5 1• tt1 CNESIS11Ii4J1apUAtbto t_Z3 It. 11D b ma tw. I.ta 1 IJ, 1+ 06 1+ C1• 100 I'll 9, i•.. ON• t 1. I. aP 41 C... l,. Ndwrf Sete IS 1 Me. a 23. M e ' 0. 1310 O p cNaatr0' C' In7 a• aw Apa Nw fae,•,,,' JII' ed ti 2,C aly wse T'• 21 0• 0 t)a 23 H• W7 07 n r]• cA' on Ito or, 4• w, 1 17.1 Ill t wa en ptp 1P a _ peaa. 01e oNt]e t erL en Or 1t: 11 I. t D :• Cie 14 1 on pesI• ON eNi115tat- to 7L an lot 1R 113 I W HL Cis 1 v CL1 Opa p,• C1• 51)I Il? t:1 Y Cn.1 10: ISS 11 1 pl ire O at IP IS/ I CU L'G 4. DIY CN517Mi1 • pU ll, t1J t•+ m1 td n,] vI I lea. toa Jacn O,t Imew1 10 n•G 0 < 7 ellsfor wNnL om, l ZFA- Ww aanaW7N• 10. aT),r w; rrM v j tp1a 615 Su Ire M2 1.: fa0 lit amp ptl at t ta6 on4• to . ON70195• IO] 11 1.3 126 IS J•.• 070 0Y, I Or 26 HS I5C 1 1.6 1 1.3 t73 1:3 2 cn Cr 1 112 10 1a3 A a 10 12, 111 q7.. 16, 1s1 1ti 110 on. 1 11Y a Ip, la? ai 1 e:i 41 t:a 11a t]a t>; t• lG70. aM.O., E51], 131- its D,63 1 1• 1]0 1)1 u toi 60 0! 1.5 15> 1a0 1U la> C4 t,] tbC,L 177 tai 1?] 111 IV 0 1 m r•S Lw L71. la] 1KO 1 Ld 1 OR a• 9+Y'V 1•.IH • •...nr l•a In W M.1r p-1rJyi 0a1 N•• R.pS.N,I r,1 r f r17. O qRN I.a110 tT P'•t71.h/.L Y• wsaW a.•1Ytrala, s, tart •ls1.aN Mwr lrq u Oµ•.w r.0 ara • Irnda a .., p.,r.1..v...aa.s r. MIA..'taar •1 ar`•O 1•u IJry a CaC 1rp t na M a. R•1, K.•aYs Oc.N . F•I t"1 w•m1 Gy{ u, 7, t.• 3' YrA,c.:xaY1:.N:.aolrw.I •aa, l • 1. a,r r mri.. a. Y•re r..wr oo-ffl 'iwe Cw Yrw•F'KK ..S.Ia1.1 b NXP" r DOC tVZwAl* tD-SP. UYITATIONS OF USE: 1) M HIP VWCC*Y llarllCM- Zama (HirtM i,s122 per LAZ- Dsft C=y Florida. HOA 15d1=.04 21 c`• F ORIOP• • • V sS NAL ECG,, f R1. OGAVAALSOCKTTM. PC. 11435Al.CO6101M STREETaaU KLKTU GTON BEACH. CA@WP cn 71&2uz 2= (F) 7144ia7.4M PROJECT, RI0.2i A-15 Tat" C AUD..anla Mild SPEW III^ Mr MardiPaud &Wkq (Iar SWCA, Ak2W b ASCE 7•10 Mawwad LAC PWI 1 and Puf 7f ' I,N.;l I:11.••1Aa..wO fleet. o.w'Iwre.eo..i r .. ftdd .rwG.w, as-talt,t.w ' dd..•/wcc.l I dvp=:vr_ rwp.2-awar 2tt1• 20. raCJ'g-mmNa. rtQa.ts..ap J.L , JAYES1WOEAU4 WIG PRODUCTS. INC. tiaada -72•a7 11 IYIOc a)G1d;M.Laf tl urstro r tr.c:ar.wra - a 1C •• 1 Padua Tllevr.. Ial tYa In) ip. Fa- IT" Nrsr, lyQDpl t : C rD C O h•a rwt 0 It, 1L' OC OC, r fltloul altlf 1 5fic' at- aax12SrV ar• q.wa PO,C. sf 209•w a:rl•bi 2,1^ aa b. .1 b ILS b lb. l.a 1» 127 i]• -" CA ce Im 1 00 Om 1• ou aw22Ilr! I'D. 1a5 141 122 122 a0 o17 on t a1 75 Iq 10 14 ly 1>fl lie Q/ CA Ol• f1] t Co M n• w• au 0Is321P) 114- 110 La 120 115 Aa Ot0 0a1 714 25 ta. 152 1". 140 01 - 1. ll. ^ an 1. Ita 1 1 on I-tts w• 11 C.N oUaplablsata0• 14] 127 173 asa 4w, W I2 a ITJ_ t!1 0 177 1" 1Da ya 0.4 IN, M 1 1 OnIon 4. w p,• Dubc3, 13a 120 ttt a• a., 1. 1! Rtaw 1.1, la] 10 1a? I'D 110 Oe I1, i.>! 1 1 rb on w• w• 01. 01! tat 1L1 An 117 Go ci cM 1)a u, 122 120 l12 0/. 0• tta C% la 11.3 1 an old w.bar.la una 4 Ma ax 0 700 yd roc. 4 tl.f)' 2)A. Wa aAiDpq.W alc a22d Oa..a.a too is a1. Is. tb. lab i.^. 1" ua CA an 10 r.c 1 ar- aG O1. af. f 1.7 1 It; L C15 Ll, i,a I lit Ali a:s VW Io I ice w. cs. l 1 a_ I f 1 1. ta" n 1, cran w• aua~ 1• I IN lit 1ti2 r`. b 1 1 1 q1- I 1:a offth" cn w• aNI11100- 7. 1 I e t wI• i q i to ooSte to0UW1tA- t 1" 17 100 y wa• Cn 1N 1 )• 121 11 1 O• Rw I Is 1a c cM f1pGJLnNa 6rU 4 Ile i>< OSa' .m r.••a 1POC e. 2YA .a.a« 2D p. e.1 b+Q W Dri 2S W IS a•la 1.. I" 1a. w 115 Ica Je an on to w II LeaLu cuON1It1onDn1!R IM II1 I23' 1-7 110 D7 J!. DR CW Y. : 1 OV. or, n. 1. VN auw1Yt' 1. Y. ara av aw fY 1 1 1» I]a 7• M Or J•1 rq 1Dt f] I1 OV. Cn oNCuDIIN1 _ 7 J•) D_t 1r a taa 1 1" t03 1" O:. as 1t DnDm aNLt1II1. so? wJae o.r Id 12: Ca IM I]0 1 t 11 Jt w JIL GU 1)1 IY 1 Ce} rL a 1 0UD,• to 1•a 1_ 1" t Jl. a!' rl) L.]f Do 1:3 as ow w IV a1 1 00 da a,fe Irra•1.b Lb I y wax 11S •ap C27'.p a 1: OC. d 271awga« 2PP•wl f..riOP.sw• q7C p 0.11. 152 242 129 171 lip Ia0 ol, OM adsYa urn I arOn wI. ONau1is.a7d f21 D7 as l• C W. Cr h 7 121 1 V1 OJ- L•w I . I1 tonea ww• a,. aun121f._ I 1C2 M Y,• CY ou t1e I t7 a t: 10: 0a1• Dca LD1 I., 1I [a.... ces 0•] u i• aid 411 y it Il0 I t. ClL lar I. 1.a 12 ll lw I• C:D lt0 11 a0 1.0 t25 1 IM Ita 61 1 ac] Cb 4.12al. 1 t1 so 0. 1 .1 fa fp t:•2 it" tt2 as Ea JS• - 0 It)• t]1 ce t00 I1! Yt dl• Ow 121.4 1.2 wW 1 OAS W. C$0 wr_wa.e.w I Ka• y t ax' 5' no .9 bad! roc. ww Mil L.a-. Idd, 3, I V.*Y! r wd.Mti 1.'p'• 2. rlb 129 5 lid lw P/ Y a da On1 Ica• rLC I 1 a6 on I.]a's 1 ILY w Lr i I2a 11 so; Yf L on Ctw 1u 11 I. Cn I. w• a,• DYy11eYfa0. - 10 1Is-- n 1 w 2I.- an aI1n 1 0aDe f• Du01. a 1N n2 101 a r1 - DR 1011 tz t . to en 1r l.'I• tIOeCp w• f• cneDNMSl. Ow l IF f. Ow• I:f. 1al 1 as t1 LU t I•.aw.N r 1 q Dow9U.rd« 0216µr0. I.P'M a*.t.ul. rua 1POc. afb• 9 yy awo, :lot c7. yy W It 0,15 105 a la: 113 f30 116 10 1I 015cC w ata CI! 20- Ita 1a7 I.$ q 120 lib 2 OID cw IM 2a 145 tap Ia0 I17 123 17 Ota 11: a oc n n a1. 00 In la0 1.] ILa IN III r.: r'fa Ow IY 05 tal t 1._ 0 11D tso 41 03! 1a 1. an to 40 177 - th 1.0 18 ur . ta1 C>n u I= 1 on ar- 0! w• 0 0U 41 174 1- 17a 121 10 IN Gh cs 1 W IF 1y 1]T 12) 11a 1[L O7 ad, a1 r a] 17D 1.l lA 1)1 Iu 16} 72 au 1s I Ct] Le 1. 1. Cu 01. C.7 10a lU In Ao 717 lDb It2 la, I. a i i:2 t am I 2 T to c I I cas 11 1 au wa+ a,wowY.rwlnt¢r..rw rrwp.a Yr aw.w rl. lT Dl:.wa w.wl r 1 a v,•Irr ry..... . 4 V•wwaarlw.weavw. Llw. w ero.rr, e.a•spL.aealae U.w wwa wr ..wrw a v.. ww. w. ww rr•rV1..c....w. n.._. T-1p Ww a cac IK l ..a ttin a;r•1.1yCC, cc.n . a,.tfl.«I • Drm7 c4.o u. 7, rw mr aerae.tstalawe, w...•.w...,etw 1. ,,. . r o••aw.fa a Y•... rlaa aw•r.•.ww.r.!•1 aan.. . a Yr "am .r.rs.wlLwaw00 A:. O_...uw+Ama.w.... w,s.r r. L-lw-.v r MC wn. 0= ft.: .•rU.-M ' uYITATION5 OF USE: 1) to MOA Vabally HWMC as Loan (MVKE) t.uaf Pat Mlarti•Oaa! Gamy Florloa, MOA 15.Ot21.04 6 OGAW STATE I lit REPORT NUMBER: 102024363COO-001A ORIGINAL ISSUE DATE: April 1, 2015 REVISION DATE: April 30. 2015 OEVALUATION CENTER INTERTEK TESTING SERVICES NA LTD. 1500 BRIGANTINE DRIVE COQUITLAM, BC V3K 7C1 LU RENDERED TO. JAMES HARDIE BUILDING PRODUCTS, INC. 10901 ELM AVENUE FONTONTANA, CA 92337 UjPRODUCT EVALUATED: HardiePanel® EVALUATION PROPERTY: Transverse Load Testing Report of HardiePanelO tested in accordance with ASTM E330-200212014, Standard Test Method for Structural Performance of Exterior -Windows, Doors, Skylights and Curtain Walls by Unifonn Static Air Pressure Difference This report is for the exclusive use of Intertek's Cent and is provided pursuant to the agreement between Int:rek and its client Intertek's responsibility and liability are limited to the terms and conditions of the agreement. Intertek assumes no liability to any party, other than to the Client in accoriance with the agreement, for a:vy loss, expense or damage occasioned by the use of this reporL Only the Client is authorized to copy or distribute this report and then only in its entirety. Any use of the Int.ertek name or one of Us marts for the sale or advertisement of the tested material, product or service must first be approved in i+riting by Intertek. The observations and test results in this report are relevant only to the sample tested. This report by itself does not imply rha: the material, product; or service is or has ever been under an lntertek cert0 atlon program. James Kardie BuRding Products, Inc. Report No. 102024383COO-001 A I Table of Contents Apd s Page zofr ITable CfContents ........................... ...... .............................. ------ .................................. -2 2 Introduction ...................................................................................................... -------_3 3 Test Samples ..................................................................................................................... 3 3. 1' Sample Se|eoUnn........................................................................................................ 3 3. 2. Sample And Assembly Description ............................................................................. 3 4 Testing And Evaluation Methods ................ ...... ........... ................................................ 3 4. 1' Conditioning ............ ...... ........................................................................................ -3 4- Z Transverse Load .............................................. ............. -........................................ -1 5 Testing And Evaluation Results .......................................................................................... 5 5. 1. Results And Observations .......................................................................................... 5 6 Conclusion ......... ............................................................................................................... G Appendix Transverse Load Test Data ................................... ................................. 17Pages Revision Summary __'--_-___'—__----_.--_-----'-_—_.-1 Page too ",--' cc LAJ 1001 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 15- 0122.04. 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 Report RIO-2556-15. Consult the HardiePanel product installation instructions on the follow pages for all other installation requirements. Hardie Panel'"' ro. Vertical Siding % JamesHardie EFFECTIVE SEPTEMBER 2013 El INSTALLATION REQUIREMENTS RESIDENTIAL SNGLE FAMILY ONLY - PRIMED & COLORPLUS° PRODUCTS Visit A Av lameshardie.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 WFHTTEN 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 HZ1 OT° PRODUCTS OUTSIDE AN HZ1 Oe LOCATION WILLVOID YOUR WARRANTY. TO DETERMINE WHICH HARDIEZONE APPLIES TO YOUR LOCATION, VISIT WWW.HARDIEZONE.COM OR CALL 1-866-942-7343 (866 9HARDIE) STORAGE & HANDLING: Store flat and keep dry and covered prior to installation. Installing siding wet or saturated may result in shrinkage at butt joints. Carry planks on edge. Protect edges and comers from breakage. James Hardie is not responsible for damage mused by improper storage and handling of the product. Odom CUTTING INSTRUCTIONS OUTDOORS - INDOORS 1. Position curing station so that wind will bbw dust avray from user 1. Cut only using score and snap, or shears (manual, electric or pneumatic). and, others in working area 2. Position cutting station In well -ventilated area 2. Use one of the fo9avuhd methods: a. Best: I. Sane and snap 8. Shears (manual, electric or pneumatic) - NEVER use a power saw indoors b. Better, I. Dust reducIno circular sort equipped with a - NEVER use a circular saw blade that does not tarty the Hardis&de saw blade trademark HardeEllade' saw blade and HERA vacuum extraction NEVER dry sweep - Use wet suppression or HEPA Vacuum c. Good: I. Dust reducing circular sirw with a HattGeBladle saw blade only use for tow to : moderate cutting) Important Note: For maximum protection (IUAest nspuable dtatpoduction), James Flardie recommends aM-dys using 'Best' -level art" methods where feasible. NIOSH- approved re-sp r rs cart be used tit c*Lmtion wllh above curling practices to further reduce dust exposures. Addtionat ex posure irdormabon s available al vxnv jameshardiman to help you determine the most appropriate culling method for your job raqubemerds. r concern still exists about exposure levels oryou do not oornpy, Oth the above practices, you should aways consul a oualified industrial hygienist or contact James Hardie for further udonnation. SWIM GENERAL REQUIREMENTS: These instructions to be used for residential single family installations only. For Commeidal J Multi -Family installation requirements go to vAvwJamesHardieCommercial.com HardiePaneP 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 (rainscreert4urring) as a best practice. Information on installing James Hardie products over foam can be located in JH Tech Bulletin 19 at www. iamehardie.com A water -resistive barrier is required 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 HardieWrapm 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 sidingg In Fascia or Trim applications. Some application are not suitable for Colorlolus. 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 www.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 2" away from corners. Do not nail into corners. joints may also be covered with battens, PVC or metal jointers or HardiePanel Vertical Siding Installation •caulked (Not applicable to ColorPlus Finish) (fig. 2). Horizontal Joints - Provide Z-flashing at all horizontal joints (fig. 3). Framingmustbeprovidedathorizontalandverticaledgesfornailing. Figure 2 Figure 3 HardiePanelverticalsidingmustbejoinedonstud. water -resistive barrier water -resistive barrier Double stud may be required to maintain minimum edge 4 sWd t a*r va -Fee1estive nailing distances. ( \ z.4swd upper panel upper panel Figure 1 stud "'_: Donor n!4' gap Do not 1/4' Bap wet barrier I / Caulk Caulk barrier sheathing fT Hardlepanet Batten Joint "H" Joint Z Ilashmp t Ud ppverticalsidingwater -resistive barrier keep nails 2 x 4 stud —lower 3/ 8' min. (- panel frm panel U O edges plate t u Figure 4 leave appropriate gap between Recommendation: When — — panels, then caulk' installing Sierra 8, provide• Caulk Joint a double stud at panel moderate contact fJot applicable to ColorPlus' Rnlsth) joints to avoid nailingkeep fasteners2' -Apph; caulk In accordance with caulk through grooves. away from corners I manufaciuren' s written application instructioru For additional information on HardieWr T"t Weather Barrier, consult James Hardie at 1-866-41-lardie or wvwv.hardiewrap.com WARNING: AVOID BREATHING SILICA DUST Jams Hardie° praducls contain fesptrable crystalline silica, w4ddh tSIW.Vn to Ine State Of California to ce Wecan= and is considered W IARC and NIOSHt to be a cause rt cancer L om some occupational sources. Breathing excessive amounts of respirable slip dust can also cause a disabling and po entialy fatal lung disease celled silk=Ls, and has been linked wb otherritsmises. Some saumes suggest smoking maymcrease Use risks During installation or rlarhdling. (1) wxk m outdoor atlas with ample verdlatxon: (2) use fiber cement sham to cutting or, where net feasible, use a HardeeBlad& saw blade anc dust-roduang orrular saw attached to a HEPA vacuum: 3) wam others in tre Immediate area: (4) wear a Lary -tided, MOSHapproved dust mask or respirator (e.g. N-95) in accordance with applicable government reguratrons and manufacturer uhsirudions to turtrher limit respirable silica exposures. During clean-up, use HEPA vacuums or wet cleanup mefds - never dry sweep. For further Information, refer to our installation instructions anc Material Salely Data Sheet available at vnvw Jameshardie.cam or by calling 1-8DO-91-LA.RDIE 0-800.942-7343). FAILURE TO ADHERE TO OUR WARNINGS. MSDS, AND INSTALLATION INSTRUCTIONS MAY LEAD TO SERIOUS PERSONAL W,IM OR DEATH m HS1236 - P1 /3 1 /13 CLEARANCES Install siding and trim products in Maintain a minimum 1" Maintain a minimum 1" 2" clearance At the juncture of the roof and vertical Maintain a 114" compliance with local building code 2" clearance between between James Hardie products surfaces, flashing and counterflashing clearance between requirements for clearance between James Hardiem and decking material. shall be installed per the roofing manufacturer's instnictionsi Provide a the bottom of James Hardie products and the bottom edge of the siding and products and paths, Figure 7 minimum 1 "- 2" clearance between horizontal flashing. the adjacent finished grade. steps and driveways. Figure 5 j Figure 6 I 2undationte min. I Maintain a minimum 1" gap beh^reen gutter end caps and siding & trim. Figure 9 siding , t gutter and end cap deck material Do not bridge floors with HardlePanel'9 siding. Horizontal joints, should always be created between floors oig.10). Water , , a Resistive Barrier ! Figure 10 Horizontal \ I I!I4 I \ Trim ,_ .__ sheathing fascia HardiePanel• BLOCKED PENETRATIONS Penetrations such as hose bibs and holes 1 14' or larger such as dryer vents should have a block of trim around point of penetration. the roofing and the bottom edge of the Do not caulk gap, siding and trim. Refer to fig. 3 on Figure 8 page 1. 2'min. I ledger 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 Framing roof intersects a sidewall. The root must be flashed with step Floonng 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, IGckout 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 1000 - 1 101 to maximize water deflection Figure; p1l 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 grater, 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 Senrices 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 present, 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 j Flush j. 7\ Countersunk, fill &add nail I J Figure A Lam] 7 Figure B do not under drive nails DO NOTSTAPLE n_be7ell-mGnMembrpvn 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 dmren 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. It 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 - P213 8113 CAULKING For best results use an Elastomeric 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 written 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, olValkyd 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 If the siding is sprayed. COLORPLUS° TECHNOLOGY CAULKING, TOUCH-UP & LAMINATE Care should be taken when handling and cutting James Hardie@ ColorPlusO products. During installation use a wet soft cloth or soft brush to gently Wpe 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 ColorPlus® Technology touch-up applicator. Touch-up should be used sparingly. If large areas require touch-up, replace the damaged area with new HardiePanel® siding with ColorPlus Technology. Laminate sheet must be removed immediately afterinstallation 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 ColorPILIS Technology edge coaters, available from your ColorPlus product dealer. Note: James Hardie does not warrant the usage of third party 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 important. 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 ColorPlus 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 Hardie° 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-1844, HardiePaneS valical 3iding is recognized as a suItBNe alMfTk' a to that specified In: the 2006.2009, & 2012 tnter'atlorial Residential Code for One -and Two -Family Dwellings and the 2006. 2009. & 2012 International Building code. HaidePanel vertical sid-sig Is also recognized for application in the following: Gty of Los Angeles Research Report No. 24862. SW of Fbr da listing R188% Dade County, fbida NOA No. 02-0720.02, US. Dept. of HUD Materals Release 1263c, Texas Department of Insurance Product Evalurtion EC-23, City of New York MEA 223.93-M, and California DSA'PA-019. These documents should also be consulted for additional mtorrnation concermng the suiability of this product for speck applications 0 2013 James Hardie Building Products. All rights reserved, p TM, SM, and ® denote trademarks or registered trademarks of Additional Installation Information, James HardieTechnolDgy Limited E Is a registered Warranties, and Warnings are available at JamesHardie trademark of James Hardie Technology Limited. www.jameshardie.com HS1236 - P3/3 6/13 M IAM I•DADE MIAMI-DARE COUNTY PRODUCT CONTROL SECTION 11805 SW 26 Street, Room 208 DEPARTMENT OF REGULATORY AND ECONOMIC RESOURCES (RER) Miami, Florida 33175-2474 BOARD AND CODE ADA-11\ISTRATION DIVISION T (786) 315-2590 F (786) 315-2599 NOTICE OF ACCEPTANCE (NOA) www.miamidade.Qov/economy James Hardie Building Product, Inc. 10901 Elm Avenue Fontana, CA 92337 SCOPE: This NOA is being issued under the applicable roles 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 detennined 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 No. PNL, PLK & SOFF, titled "HardiePanel, CemPanel, Prevail Panel; HardicPlank, CemPlank Prevail Lap Siding; HardieSofftt, 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 revision stamp with the Notice of Acceptance number and expiration date by the Miami -Dade County Product Control Section. MISSILE IMPACT RATING: Large'and Small Missile Impact Resistant LABELING: A permanent label with the mantifacturer'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 1710.9.3 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 tins 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 uispection at the job site at the request of the Building Official. This NOA revises NOA N 13-0311.07 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. NOA No. 15-0122.04 Expiration Date: May 1, 2017 Approval Date: April 9, 2015 03 p012 l;e 1 James Hardie Building Products, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED A. DRAWINGS "Submitted under NOA # 13-0311.07" 1. Drawing No. 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. 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 1. Statement letter of code conformance to the P edition (2014) FBC issued by Ronald I. Ogawa & Associates, Inc., dated 10/26/2014, signed and sealed by Ronald 1. Ogawa, P.E. D3/3o1y015 Carlos M._ Utrera, P.E. Product Control Examiner NOA No. 15-0122.04 Expiration Date: May 1, 2017 Approval Date: April 9, 2015 E-1 WALL D rgl A WALL LENGTH Stud Spacing at 1F O.C. a-Fssp l e-E 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 rri flail ` HardiePanel, Cempanel, rwr+e w 7 Prevail Panel Siding a Card Water -resistive barrier per Florida Building Code Section 14049 518" thick / 5 ply APA rated plywood sheathing fastened in accordance with Florida Budding 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 5/8"thick / 5 ply APA rated plywood sheathwig in aocoodanoe with Florida Budding Code Section 23223 Waber-resistive barrier per Florida Building Code Section 1404.2 2' X 4" S-P-F Wood Studs PRODUCT DESCOPTION HardiePanel®, Cempanel®, & Prevail® Panel Siding materials are nonasbestos fiber -cement products tested in accordance with ASTM C1186 Grade It, Type A and meeting the requirements of the Florida Building Code. t%NEL DIMENSIONS Width Length Thickness 4' 8,9,10' 5116" DESLGN PRESSURE RATING Installation Design Pressure Wood Studs -76 psf bid HardiePanel, Impact Resistant — SECTION B-6 Cempanel, Planks installed over 5/8" thick /5 ply Prevail Panel APA rated plywood sheathing Siding siall HARDIEPANEL,CEMPAt I PREVAILyNEL SIDING iNSTAL.LkLlON DETAILS A11 iration shall be done in conformance with this Notice of Acceptance, the manufacturer'sinstallationrecommendations, and the applicable sections of the Florida Building Code. Wood studs where HardiePanel, Cempanel, Prevail Panel Siding will be installed shall bedesignedbyanEngineerorArchitectpertheFloridaBuildingCodeandtherequirements of this N.OANote 13 5/8' thick / 5 ply APA rated plywood sheathing shall be attached to the studs in accordance with Florida Budding Code Section 23213. APA rated plywood sheathing supporterThesidingpanelsshagbeinstalledover518- thick 15 plybyaminimumof2X4" S-P-F wood studs spaced a maximum of 16" O.C. Note 21 The siding panel fastener shall be a 2' long, 0.223" head diameter, 0.092" shankdiameter, corrosion resistant siding nail; the fasteners shag be spaced at 6" O.C. at panel edgesandintermediatestuds; the fasteners shall be driven through the 518" thick / 5 ply APA rated plywood sheathing into wood studs located at 16" O.C. Fasteners shall have a minimum edge distance of 30' and a minimum clearance of 2" from comers. 1-IARDIEPANEL, CEMPANEL, PREVAIL PANEL INSTALLATION DETAILS WOOD STUD CONSTRUCTION fames Hardie Building Products, Inc. 10901 Elm Avenue Fontana, CA 92,337 NONG NDIo I REV I IV.'. wwv.....- - Fax 909-427- 634 A PNL-PLK OFF Creator. E. Gonzales sc; E 1/2" = 1-0 Date: 4ra42013 SHEET 1 OF 12 Fastener Spacing per Florida Building Code.Section 2322.3 II• MODUM ilk dnwllaB "'ilk *C-F wri& N, I'T-01 zz Of 17 as eonwiying wish the Florida owdimecoft rb la-c7 y/ 7 Cladding Framing I I I•I Fastener Spacing per Florida Sheathing Building Code Sedion 2322.3 I I•I I I rrrrrr ... I ` =. STA 0 s6/0NA\ rtt , t FRA.AAING 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 AHEATHING NOMINAL 5/8" THICK / 5 PLY APA RATED PLYWOOD SHEATHING FASTENED IN ACCORDANCE WITH FLORIDA BUILDNG CODE SECTION 2322-3 CLADDIKG THE PANEL IS FASTENED WFFH 2' LONG, 0.223" HEAD DIAMETER, 0.M9 'SHANK DIAMETER, CORROSION RESISTANT SIDING NAILS, PLACE NAILS 6" O.C. AT PANEL EDGES AND INTERMEDIATE STUDS 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) lixHARDIEPANEL, CEMPANEL, PREVAIL PANEL INSTALLATION DETAILS WOOD STUD CONSTRUCTION James Hardie Building Products, Inc. 10901 Elm Avenue Fontana, CA 92337 hone: 909-356-5300 s zE 'SC" NO DWG NO Fax 909 27-0634 A PNL-PLKSOFF Creator. E. Gonzales Sri 1" =11.0" • Date: 4/24/2013 SHEET 2 OF 12 REV 1 No 1 WALL LENGTH Stud Spacing at 16" O.C, Bit-, I _ I _i V. WALL i HEIGHT i B DETJAIL—A lbeflimids ol icra>=vim i i OG/ 0t 0-m0yim- w•ah the Rohde \`41 . No. rfi P °° Ptoai,4C.aeaa iSTATE ir O. cti FCORI 8/ 0 3/ 8" Minimum Distance Nails at 6" O.C. (typ.) SEE DETAIL A 518" thick / 5 ply APA rated plywood sheathing fastened to metal studs as described in Note 1 iwro s crkoN a Water - resistive barrier per Florida Building Code Section 14042 20ga, 3.-5/8"X 1-S/8" Metal Cstud HardiePanel, Cempanel, Prevail Panel Siding PRODUCT DESCRIPTiOU HardiePanelS, Cempanel®, & PtevailO Panel Siding materials are nonasbestos fiber - cement products tested in accordance with ASTM C1186 Grade II, Type A and meeting the requirements of the Florida Building Code. PANEL DIMENSIONS Width Length Thickness 4' 8.9.10, 5/16" DESIGN ERES_S_UR-E RATING Installation Design Pressure Metal Studs -104 psf Impact Resistant — Panel installed over 5/8" thick / 5 ply APA rated plywood sheathing HA• I D1E 1yEIsCEMPANEL, PEZE1/AIL PANEL SIDING INST---- -- OTI 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 Building Code. Metal studs where HardiePaneL Cempanel, 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.N.O. Note 1] 5/8" thick / 5 ply APA rated plywood sheathing shall be attached to metal studs at 6"oc at panel edges and all intermediate supports using a No.8-18, 0.315" head diameter x 1-1/4' long Panelfastener, as described in bugle head screw Note 2 The siding panels 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 C• studs spaced a maximum of 16" O. C. Note 2] The siding panel fastener shall be a minimum No. 8-18, 0.315" head diameter X 1-5/8" HardiePanel® Siding 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 through the 5/8" thick 15 ply APA rated plywood sheathing into metal Water - resistive barrier per Florida Building Code Section studs located at 16" O.C. Fasteners shall have a minimum edge distance of 3/8" and a minimum clearance of 2" from 1404. 2 comers. thick 15 ply APA rated plywood sheathing fastened to metal studs as described in Note 1. 20ga, 3-5/8" X 1-5/8" Metal C-stud phone: 909356 633CE The wall and soffit frames are to be designed Fax 909 27-0634 by the Architect or Engineer of Record in compliance with the Florida Building Code. Creator. E. Gonzales HARDIEPANEL, CEMPANEL, PREVAIL PANEL INSTALLATION DETAILS METAL STUD CONSTRUCTION James Hardie Building Products, Inc. 10901 Elm Avenue Fontana, CA 92337 SIZE FSCM NO DWG NO REV A PNL-PLK-SOFF 1 CALE' 112"=1'-0" Date:424/2013 SHEET 3 OF 12 I _ 6.001n. I I I I. II I 6.00in. PROMXT 81rVISED 8% -WPIyatg wj& the Fbgidbii Bmag Cove la Prnaoa U;i&g I I' I II I. IT6.00in. I I y I II I. I I ACT R.EVISFD e a»> wrath i Ftee s AMOMW DM O/ • By FRgMItVG i • FASTENEDNOMINAL WITH 5/8' WAFER HEAD SCREWS (280STEELD PER' OP 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 SHEpT1.11J IGNOMINAL 5/8" THICK / 5 PLY APA RATED PLYWOOD SHEATHING TO METAL STUDS AT 6" OC AT PANEL EDGES AND ALL INTERMEDIATE SUPPORTS USING A N0.8-18, 0.315" HEAD DIAMETER JAW LONG BUGLE HEAD -SCREW CLADDINGTHEPANEL IS FASTENED WITH NO.B 18, 0.315" 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 II II I, I II II I,I II I•I II I I II II I'I I Cladding Framing Sheathing I OGA 0. 121 STATE OF F... I• - 10NM- FOR METAL AND WOOD STUDS, PROVISIONS FOR DIAPHRAGM ACTION AND HARDIEPANEL, CEMPANEL, PREVAIL PANEL INSTALLATION DETAILS METAL STUD CONSTRUCTION James Hardie Building Products, Inc. 10901 Elm Avenue Fontana, CA 92337 SUM FSCM NO DWCi NO phone: 909356-6300 PNL-PLK-SOFF Fax 909-427-0634 A Creator. E Gonzales scnL 1" = 1'.0" Date: 4I242013 sHEt r a OF 12 I M 1/ WA HEIG I LENGTHWALL Stud Spacing at 16" O.C. DETAIL A B E - -- -- -..- - I- i- IFimift I i t BW1d#gCale i r HT '` i i ,l • II iom, r ace d CoutrW ' cr i r — -" - - - - i - - ', , B - - -'I 8S10 N A S no Nails at 16 O.C. (typ.) Minimum Edge Distance ODUCT DESCRIPTION HardiePlank®, Cemplank®, & Prevail® Plank lap Siding materials 518" thick 15 ply APA are nonasbestos fiber -cementproductstestedinaccordance withratedplywoodASTMC1186GradeIt, Type A and sheathing in meeting the requirements of the accordance with Florida Building Code. Florida Building Code Section 2322-3 PANEL D(MEL% MA Water -resistive Width Length Thickness barrier per Florida 59-1/2" 12' 5/16" Building Code Section 14042 DESIGN PRESSUFZE_R--.-- 2`X 4" S-P-F installation Design Pressure Wood Studs Wood Studs -92 psf Lap Siding Impact Resistant - Planks installed over 5/8" thick / 5 ply 1-1/4" tall X 5/16" APA rated plywood sheathing thick starter strip Q A Sheathing fastener, asf H.A$DI PLANK,_CEMPLANiCLPREyJ I.L LA$1D-INGJNSY LLA710N D TAiLS All installation shall be done in conformance with this Notice of Acceptance, the manufacturer'sdescribedNote1installationrecommendations, and the applicable sections of the Florida Building Code. be installed shall be designed by anWoodstudswhereHardiePlank, Cemplank, Prevail Lap Siding willBuildingCodeandtherequirements of this N.OAEngineerorArchitectpertheFloridaNote1] 5/8" thick / 5 Ply APA rated plywood sheathing shall be attached to the studs in accordance Siding fastener, as described in Note 2 with Florida Building Code Section 2322.3. Planks shall be applied horizontally commencing from the bottom course of the wad{ with 1-1/4" wide EVI Ferida laps at the top of the plank such that the exposure area of each plank is s 8-1 /4" vertically. fastener shall be a 2-112' long, 0.223" head diameter, 0.09Z, shank diameter, 6 cod, ` HardiePlank, MMMW '° S Cemplank, Prevail Note 2] The sidingcorrosion -resistant siding nail; The siding is fastened 5 8-1/4" O.C. vertically and 16" 0athinhorizontally, fastenersthrough5/8" thick / 5 ply APA rated plywo 9. Lap Siding fasteners are driven into wood studs m lank. in the overlapping area approximately 3/4' from the bottom edge of the overlapping pr C.e+iv' are placed Vertical joints shall be placed over studs. be installed over 5/8" thick / 5 ply APA rated plywood sheathing supported by aWater -resistive barrier The planks shallminimumof2"X4" S-P-F wood studs spaced a maximum of 16" O.C. per Florida Building Fasteners shall have a minimum edge distance of Mr. Code Section 140a.2 HARDIEPLANK, CEMPLANK, PREVAIL LAP SIDING 5/8" thick /5 ply APA rated INSTALLATION DETAILS WOOD STUD CONSTRUCTION plywood sheathing fastened in accordance with Florida James Hardie Building Products, Ina Building Code Section 10901 Elm Avenue 2322.3 Fontana, CA 92337 2" X 4" S-P-F Wood Studs FSCM NO DWG NO RE` Phone: 909-356 300 s PNL-PLKSOFF 1 The wall and soffit frames are to be designed Fax 909 27-0634 A by the Architect or Engineer of Record in Creator. E. Gonzales sane 1/2" t'-0" Date: 4/2arz013 SHEET 5 OF compliance with the Florida Building Code. Fastener Spacing per Florida Building Code Section 2322.3 T I. Fastener Spacing per Florida Building Code Section 2322.3 0.75n =:==!' w wffl0ymgwi&tb&Fkw d+s Ao-sVMM We //, 0 % T Kime. ade IP ud ct Coetrai 58.251n. FRAMING 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 1N COMPLIANCE WITH THE FLORIDA BUILDING CODE SHEATHING NOMINAL 518" THICK / 5 PLY APA RATED PLYWOOD SHEATHING FASTENED IN ACCORDANCE WITH FLORIDA BUILDING CODE SECTION 2322,3 CLA_DDI_I G ' PLANKS OVERLAP 1-1/4" THE EXPOSURE IS s8-1/4" THE PLANKS ARE FACE NAILED WITH 2-1/2" LONG, 0.223" HEAD DIAMETER, 0.092" SHANK DIAMETER, CORROSIO4 RESISTANT SIDING NAILS,-PLACEO 3/4" UP FROM THE BOTTOM EDGE OF THE PLANK AT EACH STUD LOCATIO1 6 in. Cladding Framing Sheathing Iv P[tODL1Cz REV1l,SisD • I I `,,,'`• ,• S' •( _ is Como al -.0 ; No. 121 _ STATE OF - a r nods+ • `VFOR11 S/01IAl- VN qr FOR METAL AND WOOD STUDS, PROVISIONS FOR DIAPHRAGM ACTION AOMVO LOAD ARE NOT PART OF THIS APPROVAL (MUST PROVIDE ALTERNATE PROVISIONS FOR THESE LOADS) ne: Fax 909-427-0634 Creator. E. Gonzales HARDIEPLANK, CEMPLANK, PREVAIL LAP SIDING INSTALLATION DETAILS WOOD STUD CONSTRUCTION James Hardie Building Products, Inc. 10901 Elm Avenue Fontana, CA 92337 I FSCM Ho DM NO A PNL-PLK-SOFF 1"=1'-0" 1 Date:4/24I2013 IsHEEr 6OF12 REV 1 Stud Spacing at 16 O.C. Wi0.LL LENGT SEE PRODUCT DISC 1PTiOj- DETAIL A HardiePlankS, CemplankS, and B-o--, I.— I 5/8" thick / 5 pry APA Prevail® Plank Lap Siding materialsrenonasbestosfiber -cement i ! i rated plywood products tested in accordance withsheathingfastenedASTMC1186GradeII, Type A and i ! i to metal studs as described in Note 1 meeting the requirements of the Q.;es 1' y; 1 qA r Florida Building Code. water -resistive WALL t I ip PLANK DIMENSIONS barrierperFloridaHEIGHT j kepi tiao D t F - BuDding Code Width Length Thickness Sedlon 14042 5 9-11Z 12' 5/161• Y Ftndc Cont ll j; ; : i 20ga, 3-5/8" X 1-5/8" i ' tl ; •'; I't !i.! i :i.; \ 'N P 'ESSUNEDESIG Metal C- stud n a ; on es—RgAn -TIPressure rdiePlank, 92 p fMetI Studs Cemplank, PrevailB _ - j. ; ss G t l Lap Siding Impact Resistant - 3/4" Minimum Edge Distance Nails at 16" O.C. - - L Planks installed over 5/8" thick / 5 ply Q CT10_ 9 (tYp) '.,...., E 1- 1 /4' tan X 5116' thick starter strip APA rated plywood sheathing DETAIL -A PRtaIbver a lyu+gwith dw fbride 15-0/22101t HARDIEPLANK CEMPLANK PREVAIL UqP S(DiNG INSTALLATION DET U. 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 Siding fastener, as described in Note 2 HardiePlank, Cemplank, Prevail Lap Siding Water - resistive barrier per Florida Building Code Section 1404. 2 5/ 8" thick 15 ply APA rated plywood sheathing fastened to metal studs as described in Note 1 20ga, 3- 5/8" X 1-5/8" Metal C-stud The wall and soffit frames are to be designed by the Architect or Engineer of Record in compliance with the Florida Building Code. Engineer or Architect per the Florida Building Code and the requirements of this N.O.A. Note 11 5/8" thick / 5 ply APA rated plywood sheathing shall be attached to metal studs at 6"oc at panel edges and all intermediate supports using a No.8-18, 0.315" head diameterx 1-1/4° long bugle head screw Planks shall be applied horizontally commencing from the 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 8-114" vertically. Note 2] The siding fastener shall be a minimum No. 8-18, 0.315" head diameter X 2-1/4° long" bugle head screw over metal studs (' or screw shall have at least 3 full threads penetrating metal framing); The siding is fastened 5 8-1/ 4" O.C. vertically and 16" O.C. horizontally; fasteners are driven into metal studs through 5/8" thick / 5 ply APA rated plywood sheathing, fasteners are placed in the overlapping area approximately 3/4° from the bottom edge of the overlapping plank. Vertical joints shall be placed over studs. The planks shall be installed over 5/8" thick / 5 ply APA rated plywood sheathing supported by a minimum 209a, Nominal 3-5/ 8" X 1-5/8" Metal C-studs spaced a maximum of 16" O.C. Fasteners shall have a minimum edge distance of 3/8". HARDIEPLANK, CEMPLANK,, PREVAIL LAP SIDING INSTALLATION DETAILS METAL STUD CONSTRUCTION James Hardie Building Products, Inc. 10901 Elm Avenue Fontana, CA 92337 Phone: 909-356-6300 sizr= FSCM No owo No REV Fax 909-427-0634 A PNL-PL.K-SOFF 1 Creator. E. Gonzales SCALE 1/2" = 11-0" Date: 4/24/2013 I SHEET 7 OF 12 6.00in. iin.0 Cladding I OJSin T_ . —---------- —----- m eoeepAyiW wish the F1Qi8n Acw` pMM tvo Ti Axk Prod 58.25in. FRA,MING NOMINAL 20 GAUGE 3-5/13" X 1-5/8" STEEL STUDS 16" O.C. FASTENED WITH 5/8" 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 SFIEATHJNG ' NOMINAL 5/8" 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 X 1-1/4" LONG BUGLE HEAD SCREW CLADDING PLANKS OVERLAP 1-1/4" THE EXPOSURE IS s 8-14' THE PLANKS ARE FASTENED WITH NO. 8-18, 0.315" HEAD DIAMETER X 2-1/4' LONG CORROSION - RESISTANT RIBBED BUGLE HEAD SCREWS (SCREW SHALL HAVE AT LEAST 3 FULL THREADS PENETRATING THE METAL FRAMING), PLACED 314" UP FROM THE BOTTOM EDGE OF THE PLANK AT EACH STUD LOCATION I ' I Framing 6.00in.00 • I I Sheathing I• • I REVUED I• • I .I ooe l +rit tYeW Fkxift : 1,,, F• C.o4 No I ~ tl21 wt>aca ei • I 1STATE OF ZORM s ON 3 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) HARDIEPLANK, CEMPLANK, PREVAIL LAP SIDING INSTALLATION DETAILS METAL STUD CONSTRUCTION James Hardie Building Products,.Inc. 10901 Elm Avenue Fontana, CA 92337 hone: 909-356-6300 SIZE FSCM No VAG No MN Fax 909-427-0634 A PNL-PLK-SOFF 1 Creator. E. Gonzales SCALE 1" =1'-0" Date: 4Rv2o13 SfiEET 8 OF 12 WALL 1EIGHT i B WALL LENGTH Stud Spacing at 16" O.C. 3/8" Minimum SEE ?RO_aUCT DESCRIP710N DETAIL A Hardie5offit® & Cemsoffit® materials are nonasbestos fiber -cement products tested in accordance with ASTM C1186 Grade 11, Type A l and meeting the requirements of the Florida Building Code. SOFF(r DIMENSIONS 2" X a° 5-P-F Width Length Thickness Wood Studs 4' 81 1/4" pSIGN PF S3UREj3AJ7NG HardieSotfit, Installation Design Pressure Cemsoffit Wood Studs -70 psf NailsIfs SEC7JON•B. O c (tYP•steDUCt RiE tSFD PRODUCT REVISED Distance m ac(yms wi& da Fbrift B ' Boding 6e ! ^ NoE3,o311. CBySTATEOF : LORO Z4 0s HARDI.SOEFIT C(NSOEEIT-P-gN.EL l.K$_T}1LLAJJON_DETgILS offrtfastener, as All installation shall be done in conformance with this Notice of Acceptance, the manufacturer's escribed in Note 1 installation recommendations, and the applicable sections of the Florida Binding Code. Wood studs where HardieSofBt, Cemsofft will be installed shall be designed by an Engineer or Architect per the Florida Building Code and the requirements of this N.OA HardieSoffit, Cemsoffit a The soffit shall be installed over minimum 2"X4" 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. 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. HARDIESOFFIT, CEMSOFFIT PANEL INSTALLATION DETAILS WOOD STUD CONSTRUCTION James Hardie Building Products, Inc. 10901 Elm AvenueImpFontana, CA 92337 hone: 909-356-6300 sME FscM r.n MW NO REV Fax 909-427-0634 A PNL-PLX-SOFF Creator E. Gonzales scnue 12" = V.T Date: 4/24/2013 TSHEET 9 OF 12 6.00in. L 4.00iTn Paobucr rim PRo a rc-r att Como, via ft FWAS as complyieg wA fe Fl rkk Doe. 4 a 7 - FRAMLG 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 CLADDl1 IG THE SOFFIT IS FASTENED WITH 2" LONG, 0.223" HEAD DIAMETER, 0.092" SHANK DIAMETER, CORROSION RESISTANT SIDING NAILS, PLACE NAIL'S 4" O.C. AT PANEL EDGES AND INTERMEDIATE STUDS z Cladding Framing, GA No. 121 STATE OF 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) h HARDIESOFFIT, CEMSOFFIT PANEL INSTALLATION DETAILS WOOD STUD CONSTRUCTION James Hardie Building Products, Inc. 1D901 Elm Avenue o Fontana, CA 92337. Phone: 909-356-6300 SIZE FSCM NO WIG NO REV Fax 909-427-0634 A PNL-PLK-SOFF t Creator. E. Gonzales SCIME 1" = T-0" Date: 4r24/2013 SIsr 10 OF 12 WALL LENGTH Stud Spacing at 16" O.C. I+ iiWALLIIIHEIGHT 3/8" Minimum Edge Distance pE_f,41L_A l fi Nails at 6" O.C. (typ. Soffit fastener, as described in Note 1 HardieSoffit, Cemsoffit 20ga, 3-5/8" x 1-5/8" Metal C-stud LThe wall and soffit frames are to be designed by the Architect or Engineer of Record in compliance with the SEE PRODUCT DESCRIPTLON HardeSoffiS & CemsoffitO materials DETAIL are nonasbestosliber-cement products tested in accordance with ASTM C1186 Grade 11, Type A and meeting the requirements of the Florida Building Code. 20ga, 3-5/8" X 1-518" S01=EIT_Dj.YI ONS Metal Gstud Width Length Thickness HardieSoffit, DESLC fN PRESSURE RAT G Cemsoffd Installation Design Pressure j. Metal Studs r i till PRODUCT REVISED , • cs' •. PBtaDtX-f ii:EVVED ,e ro.,oyicig witb tbt Ekeids s ona*# wiRb the f wir ng N eAt' s,le„ 121t7oe o : ,STA7'F OF BY kfiwv L/ CEMSOFFIT ANELINSTALLATIOt DETAILS NaL EN rrrrrrtiARp1,ESOFELT _ r All installation shall be done in conformance with this Notice of Acceptance' fii nufacturer's installation recommendations, and the applicable sections of the Florida Building Code. Metal 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 209a, Nominal 3-5/8" X 1-518" Metal C-studs spaced a maximum of 16' O.C. Note 11 The soffit fastener shall be a minimum No. 8-18, 0.315" head diameter X 1-1/4' long' ribbed bugle head screw (nor 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 1ti O.C. Fasteners shall have a minimum edge distance of 3/8" and a minimum clearance of 2" from comers. HARDIESOFFIT, CEMSOFFIT PANEL INSTALLATION DETAILS METALSTUD CONSTRUCTION FSCM James Hardie Building Products, Inc. 10901 Elm Avenue Fontana, CA 92337 Florida Building Code. Creator. E Gonzales- S;LE• 1rz" = T-0" DWG NO REV IPNL-PLK-SOFF 1 Date: 4/24/2013 ISHEET 11 OF 12 6.00in. ioxum. Cladding Framing lo 6.00in. . FD ww&* fbbft rR0DiUCT ftE%k6W Bdd+R Code as eomp 6 " tse Florida A1W-1w N- yW11 I;f mizim:made -P-T,0&3d COMM ` 2 21 • N cc of filFSSIOIVP FRAMING NOMINAL 20 GAUGE 3-5/8" X 1-5/8" STEEL STUDS 16" O.C. FOR METAL AND WOOD STUDS, PROVISIONS FOR DIAPHRAGM ACTION AND GRAVITY LOAD AREFASTENEDWITH5/8" WAFER HEAD SCREWS (2 PER TOP NOT PART OF THIS APPROVAL (MUST PROVIDE ALTERNATE PROVISIONS FOR THESE LOADS) 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 CLADDING HARDIESOFFIT, CEMSOFFIT PANEL THE SOFFIT IS FASTENED WITH NO. B-18, 0.315" HEAD INSTALLATION DETAILS METAL STUD CONSTRUCTION DIAMETER X 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 10901 Elm Avenue SCREWS 5' O.C, AT PANEL EDGES AND INTERMEDIATE - o - Fontana, CA 92337 STUDS , Phone: 909.356-6300 SIZE FSCM NO DWG N0 REV Fax 909-427-0634 A PNL-PLK-SOFF 1 Creator. E. Gonzales SCAB 1" = 1'-U" Date: 412412013 SHEET 12 OF 12 Florida Building Code Online Page 1 of 2 Frofessibidada BCIS Home I Log In User Registration j Hot Topics I Submit Surcharge I Stats d Fads Publications FBC Staff ; BCIS Site Map I Links Search Flondb r ifi-i ::' Product Approval I' USER. Public User C-,iar.L-n Product Agoroval Menu > ProduR or Aophcation Search Application List > Application Detall e FL # FL12194-R5 Application Type Revision Code Version 2014 Application Status Approved Comments Archived Product Manufacturer Aluminum Coils, Inc. Address/Phone/Email 5001 West Knox Street Tampa, FL 33634 813)249-9743 grahman@aluminumcoilslnc.com Authorized Signature Gareth Rahman grahman@aluminumcoilslnc.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 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 J Validation Checklist - Hardcopy Received Certificate of Independence FL12194 R5 COI ALC15001.2 Evaluation Report 2014 FBC 04 T4 Soffits - FINAL.Ddf Referenced Standard and Year (of Standard) Standard AAMA 1402 Equivalence of Product Standards Certified By Sections from the Code Year 1986 http://www. floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDquk24AUCD/`2fE... 9/7/2017 Florida Building Code Online Page 2 of 2 Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved Date Revised Summary of Products Method 1 Option D 06/14/2017 06/14/2017 06/19/2017 08/08/2017 09/06/2017 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 R5 II ALC15001.2 Evaluation Report 2014 FBC 04 T4 Soffits - FINAL.DdfApprovedforuseoutsideHVHZ: 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 R5 AE ALC15001.2 Evaluation Report 2014 FBC 04 T4 Soffits - FINAL.Ddf Created by Independent Third Party: Yes Beck NaRt Contact us :: 2601 Blair Stone Road. Tallahassee FL 12399 Phone: 850-487-1824 The State of Florida Is an AA/EEO employer. Coovnoht 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 mall 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 dick here . Product Approval Accepts: F CM.1 Credit Card Safe http://www.floridabuilding. org/pr/pr_app_dtl.aspx?param=wGEVXQwtDquk24AUCD/o2fE... 9/7/2017 CREEK Certificate of Authorization No. 29824 17520 Edinburgh Dr Tampa, Fl. 33647 TECHNICAL SERVICES, LLC (813) 480-3421 EVALUATION REPORT FLORIDA BUILDING CODE 5'" EDITION (2014) Manufacturer: ALUMINUM COILS, INC. Issued June 6, 2017 5001 West Knox Street Tampa, FL 33634 813)249-9743 www.aluminumcoilsinc.com Manufacturing: Tampa, FL Quality Assurance: PRI Construction Materials Technologies (QUA9110) SCOPE Category: Panel Walls Subcategory: Soffits Code Sections: 1404.5.1, 1710.9.4 Properties: Wind Resistance REFERENCES Entity Report No. Standard Year Certified Testing Laboratories (TST1577) CTLA 1847W AAMA 1402 1986 Certified Testing Laboratories (TST1577) CTLA 2076W AAMA 1402 1986 PRI Construction Materials Technologies (TST5878) ACIX-003-02-01 AAMA 1402 1986 PRI Construction Materials Technologies (TST5878) ACIX-003-02-02 AAMA 1402 1986 LIMITATIONS 1. This report is not for use in the HVHZ. 2. Design wind loads shall be determined in accordance with FBC Section 1710.9.4. 3. Soffits shall be labeled in accordance with FBC Section 1710.9.2 and 1710.9.3. 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. ALC15001.2 FL12194-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. CREEK ALUMINUM COILS, INC Soffits TECHNICAL SERVICES, LLC PRODUCT DESCRIPTIONS 3/8" F-Channel Preformed nominal 0.016-inch thick, 3105 H-14 aluminum F-channel. See Appendix D for dimension drawings. 3/8" JI-Channel Preformed nominal 0.016-inch thick, 3105 H-14 aluminum J-channel. See Appendix D for dimension drawings. Fascia Preformed nominal 0.019-inch thick, 3105 H-14 aluminum fascia. See Appendix D for dimension drawings. 16" Q4 Soffit 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. 12" T4 Soffit Preformed nominal 0.0135-inch thick, 3105 H-14 aluminum soffit P,anels 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. ALC15001.2 FL12194-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. CREEK 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 50' Edition (2014) as evidenced in the referenced documents submitted by the named manufacturer. R. E 1V•• pR F 2017'.06.06 P.•'. SF' No 74021 15:48:16 04 00 DO'.. STATE OF : 4 44/ PZ ?;•' Zachary R. Priest, P.E. j"Florida Registration No. j0NA0-- %% Organization No. A E9641021 18111111 CERTIFICATION OF INDEPENDENCE 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) ALC15001.2 FL12194-R5 Page 3 of 3 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 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 1710.9.4. 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 l b. 12" T4 Soffit — 4-inch o.c. Fastener Fastener Fastener Fastener Location 1 Location 1 Location 1 Location 1 c. 16" Q4 Soffit —16-inch o.c. Fastener Fastener Location Location 1 ALC15001.2 FL12194-R5 Page 1 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 d. 16" Q4 Soffit — 8-inch o.c. Fastener Location l I - Fastener Fastener Location 1,l ALUMINUM COILS, INC Soffits Approved System Numbers and Definitions 12F-# Approved Systems for 12-inch Overhang with F-Channel 12J-# Approve 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-# Approve 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 psf) 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 12F-1 16-inch Wood min. 1.25-inch embedment spaced Wood crown staple spaced 16-inch 0.072-inch dia. x min. 3/16- inch head dia. trim nail 40.0 24-inch o.c. O.C. spaced 36-inch o.c. 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 12F-2 Max. 16-inch Wood crown staples in diamond pattern Wood crown staple spaced 8-inch o.c. 0.072-inch dia. x min. 1/4-inch head diatrip nail spaced 48- 48 64. 2 spaced24-inch o.c. and securing each panel lap inch o.c. One ( 1) min 3/4-inch x 1/4-inch One (1) min. 1 3/4-inch long x 12F- 3 Max. Masonry One (1) 14 ga. 5/8-inch long T nail Wood n staple spaceo crown 8-inch .c. 0.072- inch dia. x min. 1/4-inch 48 16-inch spaced B-inch o.c. and securing each panel lap head dia. trip nail spaced 48- 64.2 inch o. c. ALC15001.2 FL12194-R5 Page 2 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 12-inch overhang with J-Channel Wall Connection Eave Connection System Panel MDP No. Width psf) Substrate F-Channel Attachment Panel Attachment Substrate Panel Attachment Fascia Cap 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-inch 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 psf) 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- 53.312-inch spaced max. 8-inch o.c. 4-inch o.c. and securing each inch head spaced panel lap 12-inch o.c. Three (3) 18 ga.1/4-inch crown x 1- One (1) 18 ga. 1/4-inch crown x One (1) min. 1.75-inch x 0.072-inch diameter 16F-2 Max. 12-inch Wood inch leg staples in diamond pattern Wood 1-inch leg staple spaced max. 4-inch o.c. and securing each finishing nail with min. 3/16- 53.3 spaced 164nch 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 16F-3 16-inch Wood 1.25-inch embedment spaced 24- Wood crown staple spaced 16-inch x 0.072 inch dia. x min. 3/16-inch head dia. trim nail t25.6 inch o.c. O.C. spaced 36-inch o.c. Three (3) min. 3/4-inch x 1/4-inch One (1) min. 1 3/4-inch long 16F-4 Max. Wood crown staples in diamond pattern Wood One (1) min 3/4-inch x 1/4-inch x 0.072-inch dia. x min. 1/4- 27 16-inch spaced 24-inch o.c. crown staple spaced 8-inch o.c. inch head dia. trip nail 36.1 spaced 48-inch o.c. ALC15001.2 FL12194-R5 Page 3 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 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. -inch 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 psf) 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 idiamond pattern 2 spaced4-inch o.c. Wood crown staple spaced 8-inch o.c. min. 1/4-inch head dia. trip 31.4 nail spaced 48-inch o.c. ALC15001. 2 FL12194-R5 Page 4 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. ECREEKTECHNICALSERVICES, 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 psf) Substrate F-Channel Batten Panel Attachment Substrate Panel Attachment Fascia Cap Attachment Attachment One (1) 18 ga.1/4-inch 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. Max. inch crown x 1-inch aftrafter with one each panel lap inch crown x 1-inch 0.072-inch diameter 24F-1 1 Wood leg staples in min. 2.25- Wood leg staple spaced 8- finishing nail with min. 801-90 diamond pattern inch x ring One (1) min. 1.75-inch inch o. a 3/16-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 80/ 24F-2 12-inch Wood smooth shank rafter with one Wood l eg staple spaced B- finishing nail with min. 7fi.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) 16 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 rina 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. ALC15001.2 FL12194-R5 Page 5 of 8 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 A Approved Systems for 24-inch overhang with F-Channel Wall Connection Center Connection Eave Connection System Panel MDP No. Width psf) 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- One (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 24F-4 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 ring inch o.c. and securing 3/16-inch head spaced spaced 16-inch o.c. chinch ail shanknailOne ( 1) min. 1.75-inch each panel lap 16-inch o.c. x 0.072-inch diameter 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 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 16 inch Wood smooth shank rafter with one each panel lap Wood leg staple spaced 8- finishing nail with min. 80/-60 roofing nail spaced 1) 7d x 2.25- inch o.c. and securing 3116-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. 2 FL12194-R5 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 psf) 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 with one each panel lap Wood leg staple spaced 8- finishing nail with min. 801-60 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. ALC15001.2 FL12194-R5 Page 7 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 J-Channel Wall Connection Center Connection Eave Connection System Panel MDP No. Width psf) Batten J-Channel Batten Panel Attachment Substrate Panel Attachment Fascia Cap 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-inch crown through the rafter securing each panel One (1) 18 ga. '/.- One (1) min. 1.75-inch Max. rafter with one x 1-inch leg into the end of the lap inch crown x 1-inch x 0.072-inch diameter 24J-1 12-inch min. 2.25- staples in diamond batten or two (2) Wood lleg staple spaced finishing nail with min. t60 inch x 7d ringin 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 batten/rafter 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. Y.- 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. 53.3 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 toe- 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. ALC15001.2 FL12194-R5 Page 8 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 (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 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. Installation Detail Min. 3/8" hevd din. nail with min. 14" ell(yatsj"m1.11F,(ror w->A RI)1)R I. I; AI;H) or min. o.097" dla. T-cmlI or stub nail with min. 5/8" enjagement(for concrete or block sld.mtra La) , nlleced as noL hl nbwa. FASCIA SLIP BOARD FASCIA TRIM OFFIT (OVERHANG WIDTH VARIES) T"F- 12F-1 & 12F-3 HANNEL Wood, Concrete or Block Nall STAPLE SOFFIT TO FASCIA BOARD #T50 3/8" X 3/8" STAPLE 16" O.C. FASCIA LIP 1 /4" PAINTED S.S. 1 3/4" TRIM NAIL MIN. 5 NAILS PER 12' PIECE SOFFIT & FASCIA DETAIL ALC15001.2 FL12194-R5 Page 1 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 ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail nKNM `, SOFFIT STAPLE OPEN RAFTER 3/4• x ,/4• ; DIAMOND PATTERN 4 ;DETAILCROWNSTAPLES USING A DIAMOND 1—° sr us i PATTERN FACIA BOARD FASCIA CAP 12F-2 3/4' x 1/4' CROWNJTRIMMLFACIA BOARD1NAIL 8' STAPLE ON CENTER 1-3/4' TRIM NAIL PNELCANBEPAINTEDS.S. 48" INSTALLED CAPWITHTHE0CFASCIA NAILING FLANGE UP OR 3/4' x 1/4' DOWN CROWN STAPLE SOFFIT —max. 12-inch span WOOD SI SUBSTRATE SOFFIT &FASCIA D ETAI L ALC15001.2 FL12194-R5 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. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail OPEN RAFTER It 3/0' VE M `, SOFFIT STAPLE GIST I I` DIAMOND DETAILU„IV PATTERN FACIA BOARD -_-I CTVEENf 3T,vLES 3/4' X 1/4' CROWN STAPLE '24' ON CENTER USING A DIAMOND PATTERN l FASCIA CAP 12J-1 ri—CHANNEL 3/4' X 1/4' CROWN STAPLE '8" ON CENTER. 1-3/4" TRIM NAIL FACIA BOARD 1-3/4' TRIM NAIL PAINTED S.S. screwed to soffit• with one (II NB x PAINTED S.S. 48' FASCIA CAP 1/2" x 3/8" head O.C. diameter screw, 3/4' X 1/4' 15" o.c. CROWN STAPLE SOFFR—max. 12-inch span SOFFIT WOOD OR BLOCK SOFFIT & FASCIA SUBSTRATE D ETAI L ALC15001.2 FL12194-R5 Page 3 of 12 This evaluation report is provided for Stale 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 B System No. Installation Detail 1 I' TRIM NAILfASCIA BOARD PANITEU S.S. FASCIA CAP SOFFIT 1-r4' CROWN STAPLE OPEN RAFTER FASCIA BOARD 110.1 SIB' 1•NLII 16F-1 SOFFIT & FASCIA 16F-5 DETAIL FASCIA CAP; REFER TO SOFFIT L FASCIA DETAR F' CHANNEL SOFFITt MAX. 16" SPAN MASONRY SUBSTRATE ALC15001.2 FL12194-R5 Page 4 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 ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail Min. 3/6" head dia. nail with min. 1!S" eft jagement(for Wood substrate) or min. 0.097" dia. T-nail or stub nail with min. 5/8" engagement(for concrete or block substrate). spaced as noted above. FASCIA SLIP BOARD FASCIA TRIM SOFFIT (OVERHANG WIDTH VARIES) 16F-3 F" CHANNEL Wood, Concrete or Block Wall STAPLE SOFFIT TOzASCIABOARD #T50 X 3/8" STAPLE4r3/8" 16" O.C. FASCIA LIP 1 /4" PAINTED S.S. 1 .3/4" TRIM NAIL MIN. 5 NAILS PER 12' PIECE SOFFIT & FASCIA DETAIL ALC15001.2 FL12194-R5 Page 5 of 12 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 Apj endix B System No. Installation Detail 3 n,"M"' `, SOFFIT STAPLE OPEN RAFTER 3/4• x t/a• DIAMOND PATTERN DETAILIt121-/VKIVUH/ CROWN STAPLES USING A DIAMOND STA[s iw. PATTERN FACIA BOARD FASCIA CAP 16 F-4 3/4" X 1/4- CROWN FACIA BOARD 8' 1-3/4' TRIM NAILr'F' STAPLE ON CENTER 1-3/4' TRIM NAIL PAINTED S.S. CHANNEL CAN BE PAINTED S.S. 48" FASCIA CAPINSTALLEDWITHTHED.C. NAILING FLANGE UP OR DOWN CROWN STAPLE SOFFIT— max. 16-inch span W000 SOFFIT SUBSTRATE SOFFIT & FASCIA DETAIL ALC15001.2 FL12194-R5 Page 6 of 12 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 B System No. Installation Detail 1 I' TRIM NAIL FASCIA BOARDI",— PAINTEU S,S. FASCIA CAP SOFFIT CROWN STAPLE OPEN RAFTER FASCIA BOARD 1-4- CROWN STAPLES SOFFIT & FASCIA USING A DIAMOND PATTERN; REFER To DETAIL 16F-2 8, SOFFIT STAPLE 16F-6 DIAMOND PATTERN DETAIL FASCIA CAP; REFER TO SOFFIT i FASCIA F' CHANNEL--,--, HANNEL DETAIL SOFFIT: MAX. 16' I SPAN WOOD SUBSTRATE SOFFIT STAPLE DIAMOND PATTERN ALC15001.2 FL12194-R5 Page 7 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 ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail OPEN RAFTER 3-; K- ` SOFFIT STAPLE DID DIAMOND PATTERN DETAIL 7tr KTWCEN/ FACIA BOARD 1-1 SUAM 3/4- X 1/4- CROWN STAPLE -24- ON CENTER USING A DIAMOND PATTERN FASCIA CAP 16J-1 3/4" X 1/4- CROWN STAPLE V ON CENTER 1—JT4 TRIM NAIL FACU1 BOARD CHANNEL 1-3/4- TRIM NAIL PAINED S.S. PAINTED S.S. 48' FASCIA CAP O. C. 3/ 4- X 1/4- CROWN STAPLE SOFFFT— max. 16-inch span SOFFfT WOOD OR BLOCK SOFFIT & FASCIA SUBSTRATE D ETAI L ALC15001. 2 FL12194-R5 Page 8 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. INCREEKTECHNICALSERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail 1 TRIM NAIL FASCIA BOARD PAINTED S.S. FASCIA CAP STAPLES SOFF17- j USING A DIAMOND PATTERN: REFER TO 1'4" CROWN STAPLE SOFFIT STAPLE DIAMOND PATTERN OFT All 1 t' TRIM NAIL FASCIA BOARD PAINTED S.S. SOFFIT & FASCIA DETAIL 24F-1 8 24F4 I-q- CROWN STAPLE FASCIA CAPi REFER TO SOFFIT i FASCIA / \ OETAR Nominal 1SYP I 3/81 BattenAnchoredtoSOFFIT; MAX, It' F- CHANNEL ith Raftersvilhona Td Ring Shank Nail at W00o SUESTRATC every Rafter SOFFIT STAPLE DIAMOND PATTERN ALC 15001.2 FL12194-R5 9 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 ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail 1 TRIM HAILFASCU BOARD PAINTED S.S. I-;' SMOOTH SHANK FASCIA CAP ROOF NAILS SOFFIT 1-4- CROWN STAPLE 1 t' TRIM NAIL FASCIA BOARD PAINTED S.S. SOFFIT & FASCIA 24F-2 8 DETAIL 24F-5 I'rt' CROWN STAPLE FASCIA CAD; REFER 10 SOFFIT i FASCIA OEtAR Nominal 1'.2- SYP Batlen Anchored to SOFFIT; MAX. 24' F-CHANNEL Rafters with ant Id Ring Shanh Rai] a1 every Rafter WOOD SUBSTRATE ALC15001.2 FL12194-R5 Page 10 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 1 ' TRIM NAIL FASCIA BOARD PAINTED S.S. ILOA ' T-NAILS FASCIA CAP SOFFIT VVVVVV 1'Q' CROWN STAPLE I I' TRIM NAIL FASCIA BOARD PAINTED S.S. SOFFIT & FASCIA DETAIL 24F-3 & 24F$ I'yj' CROWN STAPLE FASCIA CAP; REFER TO SOFFIT 1 FASCIA DETAIL Nominal 1's2' SYP Batten Authored to SOFFIT; MAX. 24' F•CNANNEL Rafters with one 7d Ring Shank Nail at every Rafter MASONRY ALC 15001.2 FL12194-R5 Page 11 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 ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail I f' TRIM NAIL FASCIA BOARD PAINTED S.S. 1'4' CROWN STAPLES FASCIA CAP US14G A DIAMOND SOFFlT PATTERN, REFER TO CANTILEVERED 1'x' CROWN STAPLE SOFFIT STAPLE RAFTERDIAMONDPATTERN DETAIL FASCIA BOARD SOFFIT & FASCIA 1 t' TRIM NA PAINTED S.S. DETAIL 24J-1 8 1-4- CROWN STAPLE 24J-2 FASCIA CAP; REFER TO SOFFIT L FASCIA DETAIL Nominal 1' c 2' SYP bdlens B, cabbed between rollers and SOFFIT; MAX. 24' J-(MAN4EL secured with one (1) 7d dnq shank nail straight -nailed through the rafter Into the end WOOD SUBSTRATE of the batten or two (7) 7d ring shank malls toe -nailed on I ellhsr side of the bahem atthe balteNrofter Intersection SOFFIT STAPLE DIAMOND PATTERN ALC15001.2 FL12194-R5 Page 12 of 12 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 DESIGN WIND LOADS ALUMINUM COILS, INC Soffits Appendix C The following tables provide design wind loads for components and cladding in accordance with Section 1609.1 of the FBC and ASCE 7-10 under the following provisions: 1. Wind speeds for risk category I, II, 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 60-ft. 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. Vu,i is shown in the tables below. Design pressures are multiplied by 0.6 in accordance with Section 1610.9.4 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. ALC15001.2 FL12194-R5 Page 1 of 4 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. iY CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix C Design Wind Nessuresfor Soffits h Ez osure Buildin g Type. r Zone' Mean Roof Basic Wind S' eed. m h _ 120 _ j 130 -; : 140 150 160. m 200 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 5 30 20.8 24.4 28.3 32.5 37.0 41.7 46.8 52.1 57.8 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 ALC 15001.2 FL12194-R5 2of4 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 C Desi n Wind'Pressures.for'Soffits in Ek' 44 re.0 Building` Type . Zone Mean Roof Height ft Basic; Wiri_d`S 120' 130 140 150 160 170.' 180:': = 190 _ 200 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 65.5 4 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 43.6 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 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 Enclosed 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 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 1 19.7 22.9 1 26.3 29.9 33.7 37.8 42.1 46.7 60 17.4 1 20.5 23.7 1 27.2 31.0 35.0 39.2 43.7 48.4 ALC15001.2 FL12194-R5 Page 3 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 TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix C t-_Design•Wind'Pressures.for Soffits in.Exposure D ,- - - - Buildin Type= o e _ Mean - Roof- Basic Wind'S-eed m- h r_- F:120• - 130 140 - 150 - 160 170 = V=180 '` r y' F1 - 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 87.6Negative 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 1 -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 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 18.8 22.1 25.6 29.4 33.4 37.8 42.3 47.2 52.2 50 1 19.6 1 23.0 26.7 1 30.6 34.8 39.3 44.1 49.1 54.4 60 1 20.2 1 23.7 27.5 1 31.6 35.9 40.5 45.4 50.6 5 6. 11:] ALC15001.2 FL12194-R5 Page 4 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. CREEK TECHNICAL SERVICES, LLC 3/8" F-Channel 3/8" J-Channel 3/8" —L 3 / 4" — r 1/8" HEM 15/8" J1_ T7 3/4" 3/8' ISOMETRIC VIEW 3io rrcunLc ISOME7RIC VIEW 3/8- PROFILE ALUMINUM COILS, INC Soffits Appendix D ALC15001.2 FL12194-R5 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. Fascia CREEK TECHNICAL SERVICES, LLC 3/4" 7/81, 1/8" HEM 6"FASCIA 7" BLANK 1/4" ISOMETRIC VIEW ALUMINUM COILS, INC Soffits Appendix D ALC15001.2 FL12194-R5 Page 2 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 TECHNICAL SERVICES, LLC 16" Q4 Soffit 02SiYP 0 125 M 18' BLANK' 3, ./ 8. PROFILE 2 I r" Res d o a o a 000 0000a 0000 0000a aoao ALUMINUM COILS, INC Soffits Appendix D ALC15001.2 FL12194-R5 Page 3 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 TECHNICAL SERVICES, LLC 12" T4 Soffit ALUMINUM COILS, INC Soffits Appendix D 3 1/8" 7/81, 1 3 1/8" 7/8" 1 3 1/8" 5/16" 1/2" / 1/2" 1/2" / 1/2" 1/2" 3/4" 1/8" 1/8" 3/8" 13.75" BLANK 3/8" PROFILE IIF OF 0'0'T' 0IS'r" o.12snP o aoao 0000 aoaao h oa000 a 0000 END OF REPORT ALC15001.2 FL12194-R5 Page 4 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. Florida Building Code Online Page 1 of 3 onaf gesulafion Per BCIS Home Lop In User Repistrabon Hot Topics Submit Surcharge I Stats h Facts ; Publications FBC Staff BCIS Site Map Links Search d t"' Product Approval USER: Public UserdbLoNria;+gym Product Approval Menu > Product or Application Search > Application List > Application Detail FL # FL7006-R9 Application Type Revision Code Version 2014 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 IKO Industries, Ltd 40 Hansen Road South Brampton, NON -US L6W 3H4 708) 496-2800 Ext 200 rmetz001@tampabay.rr.com Robert Metz rmetzOO1@tampabay.rr.com Bob Metz REMCO of Pinellas 456 Avila Circle NE Saint Petersburg, FL 33703 727)776-5261 rmetz001@tampabay.rr.com Don Shaw IKO Industries LTD 120 Hay Rd. Wilmington, DE 19808 717) 579-6706 don.shaw@iko.com Roofing Asphalt Shingles Certification Mark or Listing FM Approvals - CER Locke Bowden 21 Validation Checklist - Hardcopy Received Standard ASTM D3161 modified to 110 mph ASTM D3462 ASTM D7158 Class H ASTM E108 Year 2009 2009 2008 2007 http://www.f]oridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgse7mYBd2b3 K6... 9/7/2017 Florida Building Code Online Page 2 of 3 E4 Product Approval Method Method 1 Option A Date Submitted 06/28/2015 Date Validated 06/30/2015 Date Pending FBC Approval Date Approved 07/06/2015 Summary of Products FL # Model, Number or Name Description 7006.1 Cambridge, Cambridge HD and CRC Laminated architectural fiberglass asphalt shingle Biltmore AR 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 R9 C CAC FM Letter - ASTM d3161 letter - 4-15- 2015 .DdfApprovedforuseoutsideHVHZ: Yes Impact Resistant: N/A FL7006 R9 C CAC FM Letter - ASTM d3462 letter - 5 6 15.1)dfDesignPressure: N/A Other: FL7006 R9 C CAC FM Letter - ASTM E 108 letter - 5 3 15 .odf Quality Assurance Contract Expiration Date 12/31/2020 Installation Instructions FL7006 R9 II IKO-133-02-01 Letter - Installation Instructions for FBC FL7006.odf 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 fiberglass This is a 12" x 12" fiberglass asphalt shingle used to cover shingles the hip and/or ridge of an asphalt shingle roof system manufactured in Toronto, Ont. and Brampton, Ontario Limits of Use Certification Agency Certificate Approved for use in HVHZ: Yes FL7006 R9 C CAC FM Letter - ASTM d3161 letter - 4-15- 2015 .DdfApprovedforuseoutsideHVHZ: Yes Impact Resistant: N/A FL7006 R9 C CAC FM Letter - ASTM d3462 letter - 5 6 15.DdfDesignPressure: N/A Other: FL7006 R9 C CAC FM Letter - ASTM E 108 letter - 5 3 15 .Ddf Quality Assurance Contract Expiration Date 12/31/2020 Installation Instructions F1-7006 R9 II Hip and Ridge Cap Shingle Installation Instructions.Ddf FL7006 R9 II IKO-133-02-01 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 R9 C CAC FM Letter - ASTM d3161 letter - 4-15- 2015 .pdfApprovedforuseoutsideHVHZ: Yes Impact Resistant: N/A FL7006 R9 C CAC FM Letter - ASTM d3462 letter - 5 6 15.DdfDesignPressure: N/A Other: FL7006 R9 C CAC FM Letter - ASTM E 108 letter - 5 3 15 .odf Quality Assurance Contract Expiration Date 12/31/2020 Installation Instructions FL7006 R9 I] IKO-133-02-01 Letter - Installation Instructions for FBC FL7006.pdt FL7006 R9 II Roofing-Products-Leading-Edge-Plus- AoDlication-ENf 11.Ddf Verified By: Duc T Nguyen PE 65034 Created by Independent Third Party: No Evaluation Reports Created by Independent Third Party: 7006.4 Marathon 25 AR, CRC Superglass 3 tab fiberglass asphalt shingle manufactured at IKO's M25AR Brampton, Ontario, Hawkesbury Ont., Toronto, Ont.; Sylacauga, AL and Kanakakee, IL plants http: //wvvw. floridabuilding. org/pr/pr_app_dtl. aspx?param=wGEVXQvADgse7mYBd2b3 K6... 9/7/2017 Florida Building Code Online Page 3.of 3 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 R9 C CAC FM Letter - ASTM 0161 letter - 4-15- 2015 .odf FL7006 R9 C CAC FM Letter - ASTM d3462 letter - 5 6 15.odf FL7006 R9 C CAC FM Letter - ASTM E 108 letter - 5 3 15 .odf Quality Assurance Contract Expiration Date 12/20/2020 Installation Instructions FL7006 R9 II IKO-133-02-01 Letter - Installation Instructions for FBC FL7006.odf Verified By: Duc T Nguyen 65034 Created by Independent Third Party: No Evaluation Reports Created by Independent Third Party: Back Wert Contact Us :: 2601 Blair Stone Road, Tallahassee FL 32399 Phone: 850-487-1824 The State of Florida is an AA/EEO employer. Cooyriaht 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 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: r C:edh Card Safe http://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgse7mYBd2b3 K6... 9/7/2017 CONSTRUCTION MATERIALS TECHNOLOGIES March 30, 2015 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 2014 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-HipandRidge 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: ,/ 7;X Signed:, Brad Grzybov/ski Duc T.Ajuyen Managing Director Florida Re'- ere Professional Engineer P. E. Number: 65034 Date: April 30, 2015 Date: April 30, 2015 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- 133-02-01 PRI Construction Materials Technologies, U.C. 6412 Badger Drive Tampa, FL 33610 Tel: 813.621-5777 Fax. 813-621.5840 e-mail: matedalstesfing@pdcmt.com WebSite: http./Mww.pricmt.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 2014 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 r 1 iA'7 f- - - -- i SUUNG STRIP 6IIfir 17 I I 6t/8 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: materialstesting@pricmt.com WebSite: http:/huww.pdcmtoom 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 2014 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 3181 NAILING - STEEP SLOPES APPLICATION Use sic nails as shown. s..w_ . L 0r r rtea.-. CEMENT PROPER APPLICATION REQUIRES THAT THE NAILS PENETRATE BOTH THE OVERLAY AND UNDERLAY PORTIONS OF THE SHINGLE PRI Construction Materials Technologies, LLC 6412 Badger Drive Tampa, FL 33610 Tel: 813-621-5777 Fax- 813-621-5840 e-mail. matenalstesbng@pncmt com WebSite:http:/Mw.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. THEYARE 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. TAPER CUT PRI Construction Materials Technologies, U.C. 6412 Badger Drive Tampa, FL 33610 Tel: 8133621.5M Fax: 813-621.5840 e-mail: materialstesting@pd=t.com WebSite: http:lh%ww.pdcmt.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 CONJUCTION 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 131 /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. PRI Construction Materials Technologies, LLC 6412 Badger Dnve Tampa, FL 33610 Tel: 813.621-5777 Fax. 813-621-5840 e-mail materialstes6ng@pncmt.com WebSite. http./Mww.pricmt.com Florida Building Code Online Page 1 of 2 it Z,L i:+iay BCIS Home I Lop In I User Registration ( Mot Topics Submit Surcharge Scats 6 Facts , Publications FBC Staff j BCIS Site Map Links Search a I R Product ApprovaldbprrUSER: Public User Product Apormal Menu > Product or Application Search > Application Lis[ > Application Detail FL # FL2346-R5 Application Type Affirmation Code Version 2014 Application Status Approved Comments Archived Product Manufacturer Warrior Roofing Manufacturing Address/Phone/Email 3050 Warrior Road Tuscaloosa, AL 35404 205) 553-1734 Ext 115 Steven@WarriorRoofing.net Authorized Signature Steven Crew Steven @ WarriorRoofing. net Technical Representative Steven Crew Address/Phone/Email 3050 Warnor Road Tuscaloosa, AL 35404 205) 553-1734 Ext 1024 Steven@WarriorRooflng.net Quality Assurance Representative Steven Crew Address/Phone/Email 3050 Warrior Road Tuscaloosa, AL 35404 205) 553-1734 Ext 1024 Steven@WarriorRoofing.net Category Roofing Subcategory Underlayments Compliance Method Test Report Testing Lab PRI Construction Materials Technologies, LLC Quality Assurance Entity Keystone Certifications, Inc. Quality Assurance Contract Expiration Date 10/05/2019 Validated By Jesus Gonzalez, P.E. Validation Checklist - Hardcopy Received Certificate of Independence FL2346 R5 COI PRI CMT Cert of Indeoendence.Ddf Referenced Standard and Year (of Standard) Standard Year ASTM D226 2006 ASTM D4869 2005 Equivalence of Product Standards Certified By I affirm that there are no changes in the new Florida Building Code which affect my product(s) and my product(s) are in compliance with the new Florida Building Code. http: //www. floridabuilding. org/pr/pr_app_dtl. aspa?param=wGEVXQ,A,tDgtOc8bnSknRps9... 9/7/2017 Florida Building Code Online Page 2 of 2 Documentation from approved Evaluation or Validation Entity OYes ONo ON/A Product Approval Method Method 1 Option B Date Submitted 02/13/2015 Date Validated 02/13/2015 Date Pending FBC Approval Date Approved 02/19/2015 Summary of Prnduetc FL # Model, Number or Name Description 2346.1 15 and #30 roofing felt ASTM D 226 Tested Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL2346 R5 II Installationlnstructions.odf Approved for use outside HVHZ: Yes Verified By: PRI Construction Materials Technologies, LLC Impact Resistant: N/A Test Reports Design Pressure: N/A FL2346 R5 TR 15A Test Reoort.Ddf Other: Primary roof covering should be installed FL2346 R5 TR 30A Test Reoort.odf immediately after felt. Roofing felt is not intended to be an unprotected weathering surface. 2346.2 15w and 30w roofing felt ASTM D 4869 Tested Limits of Use Installation Instructions Approved for use in HVHZ: No FL2346 R5 I1 Installationlnstructions.odf Approved for use outside HVHZ: Yes Verified By: PRI Construction Materials Technologies, LLC Impact Resistant: N/A Test Reports Design Pressure: N/A FL2346 R5 TR 15w Test Reoort.Ddf Other: Primary roof covering should be installed FL2346 R5 TR 30w Test Reoort.odf immediately after felt. Roofing felt is not intended to be an unprotected weathering surface. Back Next Contact Us :: 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.:: Privacy Statement :: A c eelbllity Stet m nt :: 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 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: Credit Card Safe http://www. floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgtOc8bnSknRps9... 9/7/2017 WARRIOR, ROOFING MANUFACTURING P. 0. BOX 40185 • TUSCALOOSA, AL 35404 • PHONE (205) 553-1734 • FAX (205) 553-1755 I 193 LEROY ANDERSON ROAD • MONROE. GA 30655 • PHONE (770) 207-0695 • FAX (770) 207-0T75 323 DEVELOPMENT AVENUE • CHAMBERSBURG. PA 17201 • PHONE (717) 709-0323 • FAX (717) 7094)027 Roofing Felt Installation Recommendations Be aware that roofing felt should not be walked upon prior to fastening into position. Proper safety equipment is recommended for all installations. Also, the roof decking should be clear of debris and moisture prior to installation of the roofing felt. Roofing felt should be installed from the bottom of the roof in horizontal layers to increase the water shedding ability of the felt. The initial layer of felt should be installed to cover the bottom edge of the decking, from edge to edge. Overhang is not required. Anchor the top comer of the felt after it has been properly positioned and roll the felt out across the roof. Pay careful attention to roll the felt out smoothly, avoiding wrinkles as you move across the roof. The top edge of the felt should be fastened no less than every eight inches. The middle and bottom edge should also be fastened no less than every eight inches. Fasteners should be applied no less than every eight inches along the eaves. The next -course of felt should also be aligned with the roof edge and should overlap the previous course two inches (sometimes referred to as head lap). In the event you get to the end of a roll prior to getting to the opposite edge of the roof, begin a new roll with a four inch overlap over the end of the prior roll (sometimes referred to as end lap). The same fastening pattern used on the middle and bottom of the initial course should be used for each subsequent course. For the top of each subsequent course, fasten intermittently to hold the top edge in place until the next course is applied. The fasteners in the bottom of the next course will hold the top of the previous course securely. Continue up the roof in this manner. Be sure to firmly fasten the top of the final course if it terminates at the top edge of the roof. Otherwise, overlap the felt over the ridge and secure then begin at the bottom of the other side of the ridge and repeat the process. In valleys, lay a vertical section of roofing felt the length of the valley prior to the installation of the horizontal runs of roofing felt. If you use more than one section of roofing felt in a valley, be certain to start at the b( length a minimum of two inches as you move up shedding. In the event some wrinkles are created while fastening down a course of felt, slice the wrinkles and fasten them flat to the deck. Then seal the cuts with waterproofing cement. Installation of the primary roof covering (ex. Shingles) is recommended immediately after felt installation. NOTE: LOCAL BUILDING CODES MAY REQUIRE A DIFFERENT FASTENING PATTERN AND/OR SPECIFIC FASTENER TYPES THAN RECOMMENDED BY THESE INSTRUCTIONS. PLEASE CONTACT YOUR LOCAL BUILDING CODE ADMINISTRATOR FOR THE EXISTENCE OF REGIONALLY SPECIFIC FASTENING REQUIREMENTS. CITY OF SANFORD f s f BUILDING & FIRE PREVENTION ORS m{,1 PERMIT APPLICATION h ir7iApplicationNo: 7- o? Y Documented Construction Value: $ Job Address: 3 %5.Q _50-kma (S)) DQQ Historic District: Yes No Parcel ID: Residentiala-60mmercial Type of Work: New Addition Alteration Repair Demo Change of Use Move Description of Work: r'('T•i l t^ u 1L. Plan Review Contact Person: le: Phone: Fax: Email: Property Owner Information Name Phon Street: Resident of prope City, State Zip: Contractor Information Name 77 Phone: C7 3 U 3 Street: ID3 4 Fax: City, State Zip:<g Fl_ State License No.: 0c)5 y09 Architect/Engineer Information Name: Phone: Street: 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: 51" Edition (2014) Florida Building Code Revised: June 30, 2015 Permit Application NOTIC'In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may befoundinthe -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 [ 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 requiredinordertocalculateaplanreviewchargeandwillbeconsideredtheestimatedconstructionvalueofthejobatthetimeofsubmittal. The actual construction value will be figured based on the current [CC Valuation Table in effect at the time the permit is issued, inaccordancewithlocalordinance. 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 an"-ning. Signature of Owner/Agent Date Print Owner/Agent's Name Signature of Notary -State of Florida Date Owner/Agent is Personally Known to Me or Produced [D Type of ID Print Contractor/Agent's Name V11 Signature of Notary -State of Mori ate Junank 0 Clairb4'PG Commission Ig GG151707 Expires: October 15, 2021 d Bonded thru Aaron Notary Contractor/Agent is ersonally Known to M r Produced ID Type o BELOW IS _'OR OFFICE USE ONLY Permits Required: Building Construction Type: Ele`trical Occupancy Use: Mechanical Plumbing Gas[] Roof Flood Zone: Min. Oc.cupancy Load: # of Stories: Total Sq Ft of Bldg: New Construction: Electric - # of Amps Plumbing - # of Fixtures Fire Sprinkler Permit: Yes No of E Ieads Fire Alarm Permit: Yes No APPROVALS: ZONING: ENGINEERING: COMMENTS: UTILITIES: FIRE: WASTE WATER: BUILDING: Pemiit Application Revised: ] Line 30, 2015 Will If a e PROPERTY OWNER OR HIS AGENT: PARK SQYJARE HOMES DR : 5200 VTNELAND RD crN: ORLANDO STATE: FL CONTRACT AGREEMENT - PAGE 3 1 OF 1 4 1JOB_ NAME: DATE: 6/21/2017 Pocc NT: ELECTRICAL CONTRACT REVISED SPEC: LEVEL I — WITH CFL BULBS r1UEL: GAS/ELECTRIC x :ORLANDO CITY.: SANFORD STA1'G: FL WYNDt-IAIVI PRESERVE PLAN SERVICE SIZE SQ FT A/C SYSTEM PRICE BARCELONA 200A 2392 10-kW HEAT 240V, 60A 6,663.00 5-TON AC 240V, 50A CARNIVAL 200A 2402 10-kW HEAT 240V, 60A 6,667.00 5-TON AC 240V, 50A CYPRESS 200A 3449 10-kW HEAT 240V, 60A 8,477.00 5-TON AC 240V, 50A GLASTONBURY 200A 2798 10-kW HEAT 240V, 60A 6,992.00 5-TON AC 240V, 50A MADRONA 200A 2091 8-kW HEAT 240V, 50A 5,740.00 4-TON AC 240V, 40A WARGATE II 200A 1966 8-kW HEAT 240V, SOA 5,455.00. 4-TON-AC 240V, 40A MELBOURNE 200A 2107 8-kW HEAT 240V, 50A 5,701.00 4 TON AC 240V, 40A MILAN 200A 1349 5-kW HEAT 240V, 35A 4,279.00 3-TON AC 240V, 30A 200A 2570 10-kW HEAT 240V, 60A 6,281.00 PEMBROOKE 5-TON AC 24OV, 50A PENNSACOLA 200A 2570 10-kW HEAT 240V, 60A 6,616.00 5-TON AC 240V, 50A CONTRACTOR/OWNER: EDMONSON ELECTRIC: U 1034 Skipper Road •Tampa, FL 3 13-Phone:(813)910-3403 Fax:(81 3)91 YLOEUDA LICEMSL 0 EC13OD5408 DATE: DATE: Gl 546 • www.EdmonsonElectric.com T GA.MpivV ervice.s7". t1019P,IZA:T amen cl: e is ion 77-TVAO' 'Growth mana dotal Plannin Fee S Pe oyy.lc.z i. : Ll-e-ose No IN ,nplete -LUe RAI Florida Zip Code .... e ALdd-ressjobsit Discover City MasterCard 3t,VISA . . f vaton D-ate — e ofPSTm 9i gyp- Y 17 01 the CardNbeT=three digits ontbebaback, Last E vC Hwc—l) ,Ode: 511 CT-161 Opeals C17A amPes it - ortype) Name A— COaPay to aRbDyln& CTt4LCaTd ode SK&dress usedby zipCosdBlwnghA,"SS - I city ot be p-roceSSed. tap- Co,rdlaolder SigDa=e - eques'. vilu VL (Vc)- c payments ")T your r *i" z staff to cbarge - c6 be COD*10-ttd vpcode, =:;- ocle ]DW All information, srfedit. CaTd- and sign rdbolder completed formablf-be caGcomp . permilsas'P`plic. ..e-lo . _ sy, CI se-rvices 0-f Orr cARD - 0 rkw A.-F-6LI-P tm CPX' - -r -F-- T. F OV, 0' .' 1014 30 V . AX'y CA" 0 641--6913 South County S13 Centei- 913-,214-6'711 RL License 45. 913-635- 7367buynber is this . CITY OF SANFORD BUILDING S FIRE PREVENTION PERMIT APPLICATION D Application No: j ' — 2F 2.-T ep reDocumented Construction Value: $ Job Address: 2 ems' Historic District: Yes Npq:ff Parcel ID: ResidentialRpCommercial Type of Work: Nelz Addition Alteration Repair Demo Change of Use Move Description of Work: Plumbing new residential construction Plan Review Contact Person: )( Su Title: Phone: 407-323-7515 Fax: 407- 323-89 4 Email: info@api-orlan o.com Property Owner Information Name S ice e. Phone: Street: Resident of property? City, State Zip: Advantage Plumbing, Inc. Name PO Box 1117 Street: City, State Zip: Sanford, FL 32772 Name: Street: City, St, Zip: Bonding Company: Address: Contractor Information Phone: 407- 323-7515 Fax: 407- 323-8954 State License No.: Arch itectlEngineer Information Phone: Fax: Mortgage Ltitlder: 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: 51 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 d zoning. Signature of Owner/Agent Date Signature of Conb actor/Agent Date Print Owner/Agent's Name Signature of Notary -State of Florida Date Owner/Agent is _X_ Personally Known to Me or Produced ID Type of ID A Thomas Smith Print Co ttaetOr/Agent's Name U(y Signs X of Notary-Sta of F1n dam etc tORY I wa Sm NOTARY PUBLIC c ESTATE OF FLORIDA G , Cwm* GG136869 ac oI ExpiTs 8121/2021 Contractor/Agent is Personally Known to Me or 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: New Construction: Electric - # of Amps Fire Sprinkler Permit: Yes No APPROVALS: ZONING: ENGINEERING: COMMENTS: of Heads UTILITIES: FIRE: Flood Zone: of Stories: Plumbing - # of Fixtures Fire Alarm Permit: Yes No WASTE WATER: BUILDING: Revised: June 30, 2015 Pemtit Application Advantage Plumbing, Inc. Page No.1 Proposal of 1 Page(s) Submitted To: Phone: Date: 5-25-17 Name: Park Square Homes Job Name: Barcelona; Wyndham Preserve; REVISED 5200 Vineland Road, #200 Orlando, FL 32811 We hereby submit specifications and estimates for.- 3 Water Closets, Sterling per spec, elongated. 5 Lavatories, owner provided. 1 Kitchen Sink, owner provided. 1 Tub, Sterling PerForma. 1 Hot Water Heater, Bradford White electric, 50 gallon, with stand. 2 Showers with vinyl pans. 1 Laundry box. 1 Ice maker box. 2 Hose Bibbs. 1 Disposal, Badger V. Hookup owner provided dishwasher. Sewer and water service. Uponor water piping. Moen valves per spec. Sterling Lawson drop -in tub in master bath with Roman tub valve and thermostatic mixing valve. Bid less costs of all sinks and faucets. We hereby propose to furnish labor and materials — complete in accordance with the above specifications, for the sum of: Five thousand six hundred eighty dollars $5,680.00 with payment to be made as follows: 30% upon completion of rough in: 30% upon completion of tub set: 40% upon completion of trim All material is guaranteed to be as specified. All work to be completed in a workmanlike manner according to standard practices. This proposal subject to acceptance within 30 days and is void thereafter at the option of the undersigned. Authorized Signature ACCEPTANCE OF PROPOSAL The above prices, specifications and conditions are hereby accepted. You are authorized to do the work as specified. Payment will be made as outlined above. ACCEPTED: Signature Date PO BOX 1117 - SANFORD, FL 32772 - P (407) 323-7515 - F (407) 323-8954 ADVANTAGEPLUMBI NG@CFL. RR.COM 7)Oa-7 UNIVERSAL ENGINEERING SCIENCES Consultants In: Geotechnical Engineering • Environmental Sciences Geophysical Services • Materials Testing • Threshold Inspection Building Code Administration, Compliance Inspection & Plan Review 3532 Maggie Blvd, Orlando, FL 32811 - P: 407.423.0504 - F: 407.423.3106 UES Project No: 0110.1700817.0000 Workorder No: 9343864-2 Report Date: 12/04/2017 Client: Park Square Homes UES Technician Eddie Melendez 5200 Vineland Road, Suite 200 Date Tested 12/04/2017 Orlando, FL 32811 Project: Wyndham Preserve, House Lot Testing East Lake Mary Boulevard & Brisson Avenue South, Sanford, Seminole County, FL 32773 Type of Test: Area Tested: Lot 8, 3752 Saltmarsh Loop Field: ASTM D-2937 Drive Cylinder Method Material: Native Laboratory: ASTM D1557 Modified Proctor Reference Datum: 0 = Bottom of Footing Hand Auger Borings: Location of Auger Borings: Center of Pad Was Building Pad Staked: Y Depth of Waterable Below Grade: 6.50 Borings Terminated 2 Feet into Native Ground? N Number of Locations: 1. Depth of Each Boring: 6.50 Unsuitable Soils: Were unsuitable soils encountered: N Samples Obtained: N 0-2.5' Brown Sand, 2.5'4' Gray Sand 4'-5 5' Tan Sand, 5.5'-6.5' Light Tan Sand, 6.5' Water... Laboratory Test Results: Organic Content; N/A Moisture Content: N/A Should Material be Removed: N/A In -Place Density Test Report The tests below meet the 95% minimum compaction requirement. Test No. Location of Test Range Maximum Density pcf) Optimum Moisture Field Dry Density pcf) Field Moisture Soil Compaction Pass or Fail 6 West Footing 0-1 ft 106.8 10.6 104.6 9.0 98 Pass 7 North Footing 1-2 ft 106.8 10.6 105.2 9.4 99 Pass 8 East Footing 1-2 ft 106.8 10.6 104.9 8.3 98 Pass 9 South West Corner of Pad (TOF) 1-2 ft 106.8 10.6 107.4 7.8 101 Pass 10 North East Corner of Pad (TOF) 2-3 ft 106.8 10.6 102.9 10.4 96 Pass To establish a mutual protection to Universal's clients, the Public and ourselves, all reports are submitted as confidential property of our clients and authorization for publication of statements, conclusions or extracts from or regarding Universal's reports is reserved pending our written approval. Page 1 l ( / DESCRIPTION AS FURNISHED: Lot 8, WYNDHAM PRESERVE, gas recorded in Plat Book 81, Pages 93 through 102 of the Public Records of Seminole County, Florida. BOUNDARY FOR/CERTIFIED TO: Pork Square Enterprises, LLC (a Delaware Corporation); Winderweedle, Haines, Word & Woodman, PA; Attorneys' Title Insurance Fund; Bank of America LAKE MARY BOULEVARD (R/W VARIES) S 00D17'43" E N 89D42'17" E 5.00' 26.52' D=00'43' 15" $ R-107f.45' BU FE WALL & S L-13.48' sl x ESMT. C-1 3.48' J5.00' CB-S 89'57'42" E e9.J1• LIT 8 w w O .aa 5.00, 14.0 S t Cr) LOT 9 <} n 16.0 LOT 7 5.00' ^ FORM BOAR FOUNDATION 5.00' IOF-TOP OF FORM FORM AVERAGE 31 35' 25.20' 25 10' IUTIL. ESMT. ae.) - S 89'40'51" W 5.00' SETBACKS AS FURNISHED 40.00' FRONT - 15'(1) REAR 2' SIDE - 5, ({0' L07) ry`2 7.5' (50' LOT) tiG9 10' (75' LOT) SIDE STREET - 25' (60' d& 75' LOT) SALTMARSH LOOP Is' (40' LOT) 50' PRIVATE R/W) 25' FRONT SETBACK CAN BE REDUCED TO 20' ON CERTAIN LOTS. NO MORE THAN PLOT PLAN AREA CALCULATIONS 2) IN SUCCESSION AT 20' AND A MINIMUM OF (2) IN SUCCESSION AT 25' TOTAL LOT AREA 7,113 t SQUARE FEET PROPOSED - FINSHED SPOT GRADE ELEVATIONS FLArWORK ON/OFF LOT - TOTAL t SQUARE FEET FLATWORK ' PER DRAINAGE PLANS gG DRIVE 40J/ Iti- 517 t SQUARE FEET WALKS 69/ 200- 269 t SQUARE FEET FOUNDATION/PAD 1.619 t SQUARE FEET REAR PATIO 117 t SQUARE FEETPROPOSEDDRAINAGEFLOW ,t FRONT PORCH DECK 120 t SQUARE FEET LOT GRADING TYPE A ' L0 KIP_ SOD 4,773/ 126 - 4,899 t SQUARE FEET POOL DECK 0 t SQUARE FEET PROPOSED F.F. PER PLANS - J 1.2 0, fAOM SIDLWAU( AND STREET LOGLDON TAKEN FRO. PUNS PROVIDED L1Y CLIENT • MDT nr D votin-D CRUSENMEYER-SCOTT & ASSOC., INC - LAND SURVEYORS. rDT"D LCLOD 5400 E COLONAL DR. ORLANDO• rL 32807 (407)-277-32J2 FAX (407)-658-1436 r . rLA7 A111. . TWm a LMcr • ripi T4. TrAL 1.. DO. rp0 IRL • rOMi OF D[VRS[ L1NA'1CIC I. THE IrIDOtfk7.E0 00[S MDR1r lSRltY RW TM9lIR'Cl' YQTS 112 STAIlDIRLS Or rg1;TQ SLi r01M ByiMC ILDRIpI IOMD Of A. . rDINT U' 9101A0 LWV-lla[ mC1C1C Iovolr w• ASIALChA. Y:T ue. IR. •/Kt .Jfi IaCI-CAOAL 1. • tiDTf(iS rD•J!r Rp/CSyIpNAL SIAMIOIQ AND YYIfRS W LINPIR AFL7 CIDRNN APYDClIRATNC ('ODC r1.IT5NlY! TC SLLOON •720I). n.l>w:at iLN[3 i. WUSS f]/DOSgT/ RTM SLwYRDR3 SIONAnM AND atl:7Nt RAtfCO SrAL rM CLlR.iY IW DR COFLi MC NDr ru o. 0%. SIwrCY wAs NON® R7LC 1CYl MIN6NCD 10 ME A.wLSYOR. iNOIf NAY K R[STCOYLf wR tCCW[iCrKO Or - rOMi V ICOD-010 IALt . CALOCAICD LL. . TOW, T ISDWOL2 T1 AN • IMCKO RRrIM wDM11[NI OR On kly. No CASCYDnT TINT MELT TM NOPDIA. 1. NV UNOOTOAa L1IIIIOVOLCMf INK II L OMnEVrtR,RC: Ms If. • rOOLC9 nD01 QCVAIm1 D NAA L DISF riL • 1114DDKi SRIAIY UN[ N rpbolAR[ TAIMiLR/EY' Q Fr7LT•MCO 19R PIE SQL[ 11D/OR OF 1l106C CWnlILD ID Afm SNOIRD NOr Of RNLD lrN6Y II ANY OrNFR D+11r/. F 8 V OF J= DNpS1MQ SNDWN !VI IK IOU n Or MNOVL'KHIS HEREON LIQUID NOT X USED N REl:ONSIRUCr NOluduY 06r (N1-T-VAT C+T. 4fnfN1 rJ. . lAt[ —Vfi 7. CD111N6, ASSWQD INNN AND MI 91TT N MSC IKWIADaAnDtADNGCCn0. CILVAiLILS. V SNY'D-!. Mf DASCD d /YICSLIL 4DOLflC VLTIICAL MTVN OF ISSa ttrLCSS On+DM7Y n0][DV .%V mL. D.inQJL - UNiN LW rDICf vvc . vmi rl>.Lc r, camrwa OF A:r1I1DRtrAna+ Ir. sera pPA,fN Br: •• rn . rnw Or nn0erCrppTACURVAIUg rMNr tT iAPLnCYDerr. CER RFlID 8T: DATEDAM nwurnDlMLM PLOT PUN 09-0I-17 3675-17 RL RENSEp PLOT PUN (MOVED A/C) 2017TAICTwiLRYIiD{RD FOUNMTION/ELLYS. 11-15-1IS-17 3074-17 Ei a u c.nm NORTH K E NMooesNorRLrtLIN2\AfOPR7T Y X. CRUSE RLS / {71{ MRTHEMTAVUSNED100R FLOOD PLANE AS PER STRAI• Y. Sl`0 RLS / {C01 LONE 'N' MAP / 12I17C0090f (09-23-07) i CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No: / 7, a f( x Documented Construction Value: S 7112 Job Address: 3752 Saltmarsh Loop Historic District: Yes No Parcel ID: P#17-2827 Residential ® Commercial Type of Work: New ® Addition Alteration Repair Demo Change of Use Move Description of Work: Install new 4.0 ton HVAC with duct work (4 bath fans and dryer vent) Plan Review Contact Person: Adlyn Rodriguez Title: Permitting Clerk Phone: 407-975-2762 Fax: Email: adlyn.rodriguez@onestopcooling.com Property Owner Information Name Park Square Homes Phone: 407-529-3000 Street: 5200 Vineland Rd #200 Resident of property? City, State Zip: Orlando, FL 32811 Contractor Information Name One Stop Cooling & Heating Phone: 407-975-2762 Street: 7225 Sandscove Ct Fax: City, State Zip: Winter Park, FL 32792 State License No.: CAC 032444 Architect/Engineer Information Name: Phone: Street: 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. 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. I understand that a separate permit trust 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: 5id Edition (2014) Florida Building Code Revised: June 30, 2015 Permit Application r' 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 govemmental 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 be done in compliance with all applicable laws re Signature of Owner/Agent Print Owner/Agent's Name Date 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/o6ristructip and zoning. e 12/11 /2017 Si nature of ontractor/Agent Date Kevin Stine Print Con ctor/Agent's Name Signatureo' ttta KELLY WEBSTER Notary Public - Slate of Florida c Commission # FF 810034afoFMyComm. Expires Apr 4, 2020 Contractor, A et t s r Produced ID Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building Electrical Mechanical Plumbing Gas Roof Construction Type: Occupancy Use: Flood Zone: - Total Sq Ft of Bldg: Min. Occupancy Load: New Construction: Electric - # of Amps Fire Sprinkler Permit: Yes No # of Heads APPROVALS: ZONING: COMMENTS: ENGINEERING: UTILITIES: FIRE: of Stories: Plumbing - # of Fixtures Fire Alarm Permit: Yes No WASTE WATER: BUILDING: Revised: June 30, 2015 Permit Application V Revision if Response to Comments Permit # 17-2827 City of Sanford Building & Fire Prevention Division Ph: 407.688.5150 Fax: 407.688.5152 Email: building@sanfordfl.gov Submittal Date 1 /22/18 Project address: 3752 Saltmarsh Loop (Wyndham Preserve lot 8) Contact: Michelle Parkison Ph: 407-529-3135 Fax: Email: m arkison arks uarehoF' e BAN 21 2018` jIE Ode,YfionTradesencomPassedinrevision: CGaof revision: Building 19 Plumbing Revised drainage riser diagram Electrical Mechanical Life Safety Waste Water Department Utilities Waste Water Planning Engineering Fire Prevention Building ROUTING INFORMATION Approvals S Z-1- I9 RtCORD COPY advantage Plumbing, License # orCoS 7 S N 5if4 Name __---- / 3 Lljly4 A74V 3i u IV eV 2 M N 3 Sly J Lh t - L ILD lslot4 ASF NFORD o' # 1 7 - 2 8 2 7 DESCRIPTION AS FURNISHED: Lot 8, 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 C1= D=00'43" 15"" R= 1071.45' L=13.48' C= 13.48' C'B=S 89'57'42" E LOT 9 LAKE MARY BOULEVARD (R/W VARIES) S 00017' 43" E N 89042' 17" E 5.00' 26.52' PRM) REC. 4 "x4 " C. M. REC. 47x4" C.M. NO 1.D. REC. 1/2" I.R. NO 1. D. (PRM) 00 NO I.D. REC. 112" I.R. NO I.D. 1.4" - J 30 IJ,, W O CO 5.00' o O O SETBACKS AS FURNISHED FRONT = 25'(4) 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 GRADE ELEVATIONS PER DRAINAGE PLANS v I'— = PROPOSED DRAINAGE FLOW LOT GRADING TYPE A PROPOSED F.F. PER PLANS = 31.2' Q 5.00' 84.35 0 BU FER, WALL & 5.4" CONC. WALL SI EWALK ESMT. WITH IS SO. COLUMNS 35.00' 0h 6 1 .yo• 89.3I ' LOT 8 COV'D. PATIO TWO STORY a RESIDENCE F.F.= 31.27" 8.0' COV'D. I BRICK T N 16 BRICK BRICK 1 WALK 25.20' DR. 225.20' 10'1U , ESMT. Ti- w 0 oO Q) A 5.00' O co LOT 7 SET N&D \ 5 CON[. WALK SET N&D 4596 0. 1, 0.1 ' #4596 ON ON e.B.)S 89040' 51 " W 40.00' A(5C` P SALTMARSH LOOP PLOT PLAN AREA CALCULATIONS TOTAL LOT AREA 7,1 13 t SQUARE FEET FLATWORK ON/OFF LOT = TOTAL f SQUARE FEET FLATWORK DRIVE 4031 114- 517 f SQUARE FEET FOUNDATION/PAD 1,619 t SQUARE FEET WALKS 691 200= 269 t SQUARE FEET REAR PATIO 117 t SQUARE FEET FRONT PORCH DECK 120 f SQUARE FEET SOD 4,7731 126 - 4,899 t SQUARE FEET POOL DECK 0 f SQUARE FEET NOTE: FRONT SIDEWALK AND STREET LOCATION TAKEN FROM PLANS PROVIDED BY CLIENT • NOT FIELD VERIFIED CRUIS,F1 NMETYE'.R-AS'COTT ASSOC., INC. - LAND SURVE'YOR,) LEGEND - LEGEND - E. COLONIAL DR. ORLANDO, FL. 32807 (407)-277-3232 FAX (407)-658-1436 P PLAT P.OL POINT ON LINO N0 400 1` FIP FIELDIRON PIPE TYP. • TYPICAL PRL. POINT OF REVERS[ CURVATURE P.C.C. POINT OF COIPOUND CURVATURE 1. THE UNDERSIGNED DOES HEREBY CERTIFY THAT THIS SURVEY MEETS THE STANDARDS OF PRACTICE SET FORM BY THE FLORIDA BOARD OFCHAPTER5J-17 FLORIDA ADMINISTRATIVE CODE PURSUANT TO SECTION 472027, FLORIDA STATUES IR. CM. IRON ROD CONCRETE MONUMENT RAD. RADIAL PROFESSIONAL SURVEYORS AND MAPPERS IN 2. UNLESS EMBOSSED WITH SURVEYOR'S SIGNATURE AND ORIGINAL fWSED SM THIS SURVEY MAP OR COPIES ARE NOT VALID. ET I.R. 112' IR. •/NLI 4596 NA. NON -RADIALPOINT J. THIS SURVEY WAS PREPARED FROM TITLE INFORMATION FURNISHED i0 THE SURVEYOR. THERE MAY BE OTHER RfSTRIC N RECP,O.B RECOVERED POINT OF BEGINNINGBEGINCOKHENCENENt VP. • VITNESS CALL • CALCULATED PRM • P[RMAPfJlT REFERENCE f10NUMENT OR EASEMENTS THAT AFFECT THIS PROPERTY • 4. NO UNDERGROUND IMPROVEMENTS HAVE BEEN LOCATED UNLESS OTHERWISE SHOWN. P.O.C. t POINT OF CENTERLINE FF. FINISHED FLOOR ELEVATION 5. THIS SURVEY IS PREPARED FOR THE SOLE BENEFIT OF THOSE CERTIFIED TO AND SHOULD NOT BE RELIED UPON B/ ANY 0 ER ENTRY. N&D NAIL 1 DISK I3L. BUILDING SETBACK LINE 6. DIMENSIONS SHOWN FOR THE LOCATION OF IMPROVEMENTS HEREON SHOULD NOT BE USED TO RECONSTRUCT BOUNDARY. LINES. P/V RIGHT-OF-VAY BM BCNCNWARK B.B. BASE BEARING 7. BEARINGS, ARE BASED ASSUMED DATUM AND ON THE LINE SHOWN AS BASE BEARING (B.B) ESMT, EASEMENT B. ELEVATIONS, IF SHOWN, ARE BASED ON NATIONAL GEODETIC VERTICAL DATUM OF 1929. UNLESS OTHERWISE NOTED. DRnIN. UTILCL.FC. DRAINAGEUTILITYCHAINLINK FENCE 9. CERTIFICATE OF AUTHORIZATION NO. 4596. VDFC. C/D WOOD FENCE CONCRETE DLOCK SCALE H---- 1• }Q' DRAWN BY: • PC POINT DF CURVATURE ORDER No. Pr. POINT OF TANGENCY CERTIFIED BY: R SC DESCRIPTION PLOT PLAN 09-01-17 3675-17 ARC LENGTH REVISED PLOT PUN (MOVED A/RADIUSC) 09-19-2017 p DELTA FORMBOARD FOUNDATION/ELEVS. 1 1— 15-17 5074— 1 7 CC.U. CHORDCHORD BEARING NORTH FINAL/ELEVS. 04-26-18 2649- 18 THIS BUILDING\PROPERTY DOES NOT LIE WITH"' FIRM' I — TO CRUSEN EVER, R.L.S. 4714 7HE ESTABLISHED 100 YEAR FLOOD PLANE AS PER JAM W.SCOTT, R.L.S N 4801 ZONE "X• MAP ,% 12117CO09OF (09-28-07)