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HomeMy WebLinkAbout3789 Night Heron Dr; 17-2933; NEW SFHi- 2 CITY OF SANFORD 4 i } ,. BUILDING & FIRE PREVENTION PERMIT APPLICATION R _ Application No: Documented Construction Value: $ t59 ,Q0 2 <QL46- do Job Address: 3789 Night Heron Dr. Sanford 32771 Historic District: Yes No 7/ (Wyndham Preserve lot 143) Parcel ID: 17-20-31-502-0000-2180 Residential X Commercial Type of Work: New 0 Addition Alteration Repair Demo Change of Use Move Description of Work: Construction of new single family residence Plan Review Contact Person: Michelle Parkison Phone:407-529-3135 Fax: Title: Permitting Manager Email: mparkison(aparksquarehomes.com Property Owner Information Name Park Square Enterprises LLC Phone: Street: 5200 Vineland Rd Suite 200 City, State Zip: Orlando, FL 32811 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 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: 5t' Edition (2014) Florida Building Code Revised: June 30, 2015 Permit Application NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713. The City of Sanford requires payment of a plan review fee at the time of permit submittal. A copy of the executed contract is required in order to calculate a plan review charge and will be considered the estimated construction value of the job at the time of submittal. The actual construction value will be figured based on the current ICC Valuation Table in effect at the time the permit is issued, in accordance with local ordinance. Should calculated charges figured off the executed contract exceed the actual construction value, credit will be applied to your permit fees when the permit is issued. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. ignature o Owner/Agent Date Signature of Contractor/Agent Date Vishaal Gupta Print Owner/Agent's o/v of Florida " Date MICHELLEPARKISON MY COMMISSION # FF 063452 EXPIRES: October 30, 2017 Bondod TftrwNotnrY Public Undorwritors Me or Produced ID Type of ID Vishaal Gupta Print Contractor/A nt's Name Signature fNo"ry- o ° MICHELLE PARKISON MY COMMISSION # FF 063452 EXPIRES: October 30, 2017 Bonded Thru NoM!y Public Undorwdters Contractor/Agent is Personally Known to Me or Produced ID Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building Q Electrical [9 Mechanical © Plumbing0 Gas[] Roof Construction Type: 14e, Occupancy Use: Flood Zone: C Total Sq Ft of Bldg: 30113 Min. Occupancy Load: E2 # of Stories: 2— New Construction: Electric - # of Amps CA-) Plumbing - # of Fixtures Fire Sprinkler Permit: Yes No [W # of Heads APPROVALS: ZONING: dia UTILITIES: COMMENTS: ENGINEERING:Wc- °I-2FIRE: Ok to construct single family home with setbacks and impervious area shown on plan. 3(o•O Flo rnP• 20011 Nladronq C) CTL 2Z Fire Alarm Permit: Yes No WASTE WATER: BUILDING: 5f' i (-1'7- (7 Revised: June 30, 2015 Permit Application r + , CITY OF SANFORD BUILDING & FIRE PREVENTION 1, PERMIT APPLICATION IApplicationNo Documented Construction Value: $ 150,537.00 Job Address: 3789 Night Heron Dr. Sanford 32771 Historic District: Yes No Parcel ID: 17-20-31-502-0000-2180 ( Wyndham Preserve lot 143) Residential X Commercial Type of Work: New N 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: mparkisonta'_.parksquarehomes.com Property Owner Information Name Park Square Enterprises LLC Street: 5200 Vineland Rd Suite 200 City, State Zip: Orlando, FL 32811 Phone: 407-529-3000 Resident of property? Contractor Information am Name Park Square Homes/ Vishaal Gupta Phone: 407-529-3000 Street: 5200 Vineland Rd Suite 200 Fax: 407-529-3001 City, State Zip: Orlando, FL 32811 State License No.: CRC1330351 Arch. / MJS Home Designs Architect/Engineer Information Arch. 407-629-6711 Name: Eng. / Don Bolden Eng. Phone: Eng. 386-668-7606 Arch./ 250 N. Wymore Rd. Suite B Winter Park FL 32789 Street: Eng./ PO Box 530783, Debary FL 32753 Fax: City, St, Zip: E-mail: Bonding Company: Mortgage Lender: Address: Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU. INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and -air conditioners, etc. FBC 105.3 Shall be inscribed with the date of application and the code in effect as of that date: 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. x nml L 0 4 l% ki I U igr; ture of Owner/Agent Date Signature of Contractor/Agent V Date Vishaal Gupta Print Owner/Agent's o/v,//7 Vishaal Gupta Print Contractor/Agent's Name Signature fNotary-State of Florida Date Signature fNot ry o or' MICHELLE PARIQSONI•' MYCOMMISSION # FF 063452MICHELLEPARKISON +£ EXPIRES: October 30, 6 MY COMMISSION # FF 063452 EXPIRES: October 30, 2017 ( ' Banded Thni Notary Public UndorwriI., f,`,1.10 Bondod T Notary Publlc Underwriters Ow Personally nown o Me or Contractor/Agent is 6Personally 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 Construction Type: Occupancy Use: Total Sq Ft of Bldg: Min. Occupancy Load: New Construction: Electric - # of Amps Fire Sprinkler Permit: Yes No # of Heads Gas Roof Flood Zone: _ of Stories: Plumbing - # of Fixtures. Fire Alarm Permit: Yes No APPROVALS: ZONING: UTILITIES: %d' - WASTEWATER: ENGINEERING: FIRE: BUILDING: COMMENTS: Revised: June 30, 2015 Permit Application P' ® City of Sanford Planning and Development Services 1 877 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: 3789 Night Heron Drive Property Owner: Park Square Enterprises, LLC Parcel identification Number: 17-20-31-502-0000-2180 Phone Number: 407-529-3000 Email: The reason for the flood plain determination is: M 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) w' a ® FFICIA1L Flood Zone: X Base Flood Elevation: N/A Datum: N/A FIRM Panel Number: 120294 0090 F Map Date: Sept. 28, 2007 The referenced Flood Insurance Rate Map indicates the following: The parcel is in the: floodplain floodway A portion of the parcel is in the:- floodplain floodway The parcel is not in the: ® floodplain floodway The structure is in the: floodplain floodway The structure is not in the: floodplain floodway If the subject property is determined to be flood zone `A', the best available information used to determine the base flood elevation is: BP# 17-2983 Reviewed by: Michael Cash, CFM Date: October 9, 2017 Application for Paved Driveway, Sidewalk or Walkway Including Right-of-way Use & N -1877 Landscaping in Right-of-way www.santordfl.gov Department of Planning & Development Services 300 North Park Avenue, Sanford, Florida 32771 Phone:407.688.5140 Fax:407.688.5141 This permit authorizes work to be done on the subject property or in the City of Sanford's right-of-way in accordance with the City's regulations and the attached construction plans approved as part of this permit. The permit is required for driveway or sidewalk construction over 100 square feet of concrete or other material on the subject parcel and / or any construction of a r 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 imowwbaesbelow. size and location of the existing right-of-way and use shall be provided or application could be delayed. Call before you dig. 1. Project Location/Address: 2. Proposed Activity: X Driveway Walkway Other: 3. Schedule of Work: Start Date Completion Date Emergency Repairs 4. Brief Description of Work: Construction of new driveway for new single family residence This application is submitted by Property Owner. Signature:JLPrintName: Vishaal Gupta Address: 5200 Vineland Rd Suite 200 O lando, FL 32811 Phone: (407) 529-3135 Fax: Email: mparkison@parksquarehomes.com Date: 0 / /1 Maintenance Responsibilities/Indemnification The Requestor, and his successors and assigns, shall be responsible for perpetual maintenance of the improvement installed under this Agreement. This shall include maintenance of the improvement and unpaved portion of right-of-way adjacent thereto. Requestor may, with written City authorization, remove said installation/improvement fully restoring the right-of-way to its previous condition. In the event that any future construction of roadways, utilities, stormwater facilities, or any general maintenance activities by the City becomes in conflict with the above permitted activity, the permittee shall remove, relocate and/or repair as necessary at no cost to the City of Sanford insofar as such facilities are in the public right-of-way. If the Requestor does not continuously maintain the improvement and area in accordance with previously stated criteria, or completely restore the right-of-way to its previous condition, the City shall, after appropriate notice, restore the area to its previous condition at the Requestor's expense and, if necessary, file a lien on the Requestor's property to recover costs of restoration. To the fullest extent permitted by law, Requestor agrees to defend, indemnify, and hold harmless the City, its councilpersons, agents, servants, or employ- ees (appointed, elected, or hired) from and against any and all liabilities, claims, penalties, demands, suits, judgments, losses, expenses, damages (direct, indirect or consequential), or injury of any nature whatsoever to person or property, and the costs and expenses incident thereto (including costs of defense, settlement, and reasonable attorney's fees up to and including an appeal), resulting in any fashion from or arising directly or indirectly out of or connected with the use of the City's right-of-way. I have reaq and un erst d the bove statement and by signing this application I agree to its terms. Signature: Date: ! z /0/ This permit shall be posted on the site during construction. Please call 407.688.5080 24 hours in advance to schedule a pre -pour inspection. Pre -pour Inspection by: Date: Application No: Reviewed: Public Works Utilities Approved: Engineering Site Inspected by: Special Permit Conditions: Official Use Only Fee: Date: Date: Date: Date: 10 -R -ZO,7 Date: November 2015 Kuvv use uriveway.pm 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): he specific permit and appl}'c tion for work located at: i7 N/5 Street Address) Expiration Date for This Limited Power of Attorney: 12/31/17 License Holder Name: Vishaal Gupta State License Number: CRC1330351 Signature of License Holder: STATE OF FLORIDA COUNTY OF Orange The foregoing instrument was acknowledged before me this day of 20, by Vishaal Gupta ho is personally known to me or who has produced identification and who did ( did4Signure Notary Sea]) Print or type name MICHELLEPARKISON NotaryPublic - State of AcnW.C c- MY COMMISSION # FF 063452 EXPIRES; October30,2017 Commission No. ocD3V5 a, BondodThruNotaryPublicUndorwrllere My Commission Expires: Ip 3dao/7 Rev. 08.12) as A " CERTIFICATE OF LIABILITY INSURANCE FDATE(MMIDD/YYYY) 6/l/2017 THIS CERTIFICATE IS ISSUED AS A MATTER OF INFORMATION ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATE HOLDER. THIS CERTIFICATE DOES NOT AFFIRMATIVELY OR NEGATIVELY AMEND, EXTEND OR ALTER THE COVERAGE AFFORDED BY THE POLICIES BELOW. THIS CERTIFICATE OF INSURANCE DOES NOT CONSTITUTE A CONTRACT BETWEEN THE ISSUING INSURER(S), AUTHORIZED REPRESENTATIVE OR PRODUCER, AND THE CERTIFICATE HOLDER. IMPORTANT: If the certificate holder is an ADDITIONAL INSURED, the policy(ies) must be endorsed. If SUBROGATION IS WAIVED, subject to the terms and conditions of the policy, certain policies may require an endorsement. A statement on this certificate does not confer rights to the certificate holder in lieu of such endorsement(s). PRODUCER Brown 6 Brown of Florida, Inc. 2290 Lucien Way Suite 400 Maitland FL 32751 CONTACT Julie RwackNAME: PHONrE (407) 660-8282 FAA/C No: (407)660-2012 ADORess:Jkwack@bborlando.com INSURERS AFFORDING COVERAGE NAIC # INSURERA.United Specialty Insurance Co. INSURED Park Square Enterprises, LLC, DBA: Park Square Homes 5200 Vineland Road, Suite 200 Orlando FL 32811 INSURERB:Travelers CasualtV Co. 41769 INSURER CAmerisure Mutual Insurance Cc 23396 INSURER DNavigators Specialty Insurance INSURER E : INSURER F: COVERAGES CERTIFICATE NUMBER:CL1753111504 REVISION NUMBER: THIS IS TO CERTIFY THAT THE POLICIES OF INSURANCE LISTED BELOW HAVE BEEN ISSUED TO THE INSURED NAMED ABOVE FOR THE POLICY PERIOD INDICATED. NOTWITHSTANDING ANY REQUIREMENT, TERM OR CONDITION OF ANY CONTRACT OR OTHER DOCUMENT WITH RESPECT TO WHICH THIS CERTIFICATE MAY BE ISSUED OR MAY PERTAIN, THE INSURANCE AFFORDED BY THE POLICIES DESCRIBED HEREIN IS SUBJECT TO ALL THE TERMS, EXCLUSIONS AND CONDITIONS OF SUCH POLICIES. LIMITS SHOWN MAY HAVE BEEN REDUCED BY PAID CLAIMS. INSRLTR TYPE OF INSURANCE LINBRS fVD POLICY NUMBER MM/DDY/YYYY MMLDDY EXP LIMITS X COMMERCIAL GENERAL LIABILITY EACH OCCURRENCE 1,000,000 DAMA E( RENTED 300,000ACLAIMS -MADE OCCUR PREMISESSEa occurrence MED EXP (Any one person) Excluded ATNATL17104106/1/2017 6/1/2018 PERSONAL & ADV INJURY 1,000,000 GEN' L AGGREGATE LIMIT APPLIES PER: GENERAL AGGREGATE 2,000,000 PRODUCTS . COMP/OP AGG 2,000,000 POLICY ] JEC7 LOC BI / PD adn/or Personal & Ad OTHER: AUTOMOBILE LIABILITY CMBINED SINGLE LIMIT EaOaccident1,000,000 BODILY INJURY ( Per person) ANY AUTOBALL OWNED SCHEDULED BA-BB637451-17-SEL 6/1/2017 6/1/2018 BODILY INJURY (Per accident) AUTOS AUTOS NON --OWNEDPROPERTYDAMAGE Per accident HIRED AUTOSAUTOSPIP -Basic 10,000 UMBRELLA LIAB HCLAIMS-MADE OCCUR EACH OCCURRENCE 5,000,000 AGGREGATE 5, 000,000 A XEXCESSLABBTN1743932DEDI B I RETENTION$ 0 6/1/2017 6/1/2018 WORKERS COMPENSATION X PER OTH- STATUTE ER AND EMPLOYERS' LIABILITY Y / N ANY PROPRIETOR/ PARTNER/EXECUTIVE E.L. EACH ACCIDENT 1,000,000 C OFFICER/ MEMBER EXCLUDED? LN Mandatory in NH) N / A WC2105269 6/ 1/2017 6/1/2018 E.L. DISEASE - EA EMPLOYEE 1,000,000 E.L. DISEASE - POLICY LIMIT 1,000,000 If yes, describe under DESCRIPTION OF OPERATIONS below A Excess Liability BTJN1710005 6/1/2017 6/1/2018 Each Occurrence $4,000,000 4M xs of $5M Aggregate $4,000,000 DESCRIPTION OF OPERATIONS / LOCATIONS / VEHICLES (ACORD 101, Additional Remarks Schedule, may be attached if more space is required) Exess Liability - $ 5M AS of $9M Carrier: Navigators Specialty Insurance Company Policy #: IS17EXC810641IC Effective: 6/ 1/2017 to 6/l/2018 Limits: Each Occurence or Event - $5,000,000 CFRTIFICATF HOI DFR CANCELLATION SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE City of Sanford THE EXPIRATION DATE THEREOF, NOTICE WILL BE DELIVERED IN P.O. Box 1788 ACCORDANCE WITH THE POLICY PROVISIONS. Sanford, FL 32772-1788 AUTHORIZED REPRESENTATIVE T D' Avanzo, CPCU, CPA-- 1988-2014 ACORD CORPORATION. All rights reserved. ACORD 25 ( 2014/01) The ACORD name and logo are registered marks of ACORD INS025 (901401) Additional Named Insureds Other Named Insureds East Red Bug Road Development LLC Limited Liability Company, Additional Named Insured Park Square Dellagio, LLC Limited Liability Company, Additional Named Insured Park Square Enterprises, Inc. Corporation, Additional Named Insured Park Square Homes Doing Business As OFAPPINF (02/2007) _. COPYRIGHT 2007, AMS SERVICES INC COMMENTS/REMARKS General Aggregate - $5,000,000 Products Completed Operations Aggregate - $5,000,000 Inland Marine Carrier: Amerisure Mutual Insurance Company Policy #: IM2105271 Effective: 6/1/2017 to 6/1/2018 Limit: Rented/Leased Equipment - $40,000 Max Limit Any One Item Deductible: 1,000 per Occurrence I OFREMARK COPYRIGHT 2000, AMS SERVICES INC. I REQUIRED INSPECTION SEQUENCE PARK SQUARE HOMES SFR-DETACHED Permit # Address: Is ca t r- ( ,D BUILDING PERMIT Min Max Ins ection Descri tion 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 ELE`CTRICAli PERMIT Min Max Inspection Description 10 Underground Electric 10 Footer / Slab Steel Bond 20 30 Temporary Underground Power (TUG) 30 Electric Rough 1000 Electric Final PLUsMaBIi G PEA aIT\ Min Max Inspection Description 10 Plumbing Underground 20 Plumbing Tubset 10 1000 Plumbing Sewer 1000 Plumbing Final MECHANICAL PERMIT;.: ;-. 'ter .,,, Min Max Inspection Description 10 Mechanical Rough 1000 Mechanical Final REVISED: June 2014 i 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 l_ MA, iv llllll IIIII 11911 IIII (I((I IIIII Illl (III R1. OF :ih:Ci;IT ::0 17.T JMPTROL.LEF' CLERK'S 201707"'61 DEED [ r_: 7AX : `r i.16 i tSPACE ABOVE THIS LINE FOR RECORDING DATA]------------ -- — — SPECIAL WARRANTY DEED THIS SPECIAL WARRANTY DEED is made and entered into as of the 2nd 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, shalt not serve to reimpose same. Book8965/Page144 CFN#2017078301 Page 1 of 4 http://officialrecordsbv.seminoleclerk.org/BrowserView/ 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 SCALE eS c- Y'y Print Name: 11. Travis Rentz STATE OF FLORIDA COUNTY OF ORANGE GRANTOR: BRISSON INVESTMENTS LLC, a Florida limited liability company By: Ro ert tkiss AuthoilRepresentative The foregoing instrument was acknowledged before me this 2 114. day of July, 2017, by Robert Zlatkiss, as Authorized Representative of Brisson .Investments LLC, a Florida limited liability company, on behalf of said entity. He is personally known to me or leas --deduced. ica io . ROWID TRAM RBM mycomwwml130owes: wf to aozo oxARZIkF Batdod Tate ft j Pudic tkdoro+llro Book8965/Page145 CFN#2017078301 Notary Public, tate of on a Seal) Page 2 of 4 http://officialrecordsbv . seminoleclerk. org/BrowserV iew/ 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.org/BrowserView/ 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 Lttp://officialrecordsbv.seminoleclerk.orc,/BrowserView/ Page 4 of 4 8/24/2017 w CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No: I ' Documented Construction Value: $ 5139 Job Address: 3789 Night Heron Dr Historic District: Yes No Parcel ID: 17-2933 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 and ventilation Plan Review Contact Person: Adlyn Rodriguez Title: permit clerk Phone: 407-975-2762 Fax: 407-629-9307 Email:_ permitting@onestopcooling.com Property Owner Information Name Park Square Homes Phone: 407-529-3000 Street: 5200 Vineland Rd #200 Resident of property? City, State Zip: Orlando, FL 32811 Contractor Information Name One Stop Cooling & Heating, LLC Phone: 407-975-2762 Street: 7225 Sandscove Court Fax: 407-629-9307 City, State Zip: Winter Park FI 32792 State License No.: CAC 032444 Architect/Engineer Information Name: Street: City, St, Zip: Bonding Company: Address: Phone: Fax: E-mail: Mortgage Lender: Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. Application is hereby made to obtain a 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: 511 Edition (2014) Florida Building Code Revised: June 30, 2015 Pemiit Application h 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 maybe additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit isVerification .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 permitsubmittal. A copy of the executed contract is required in order to calculate a plan review charge and will be considered, the estimated construction value:ofthe 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 ofOwnerlAgent Date Print Owner/Agent's Name Signature of Notary-Stateof Florida Date: Ling in is accurate and that all work will g.,,, Aistructipn and zoning:. Stin 1 / 12/2018 Date KELLY WEBSTER Notary Public - State of Florida CotMlssian # FF'978034 My Comm. Expires Apr 4, 2020 Owner/ Agent is Personally Known to Me or Contractor/Age t f 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: Occupancy Use: Flood Zone: Total Sq Ft of Bldg: Min. Occupancy Load: # of Stories:. New Construction: Electric - # of Amps_ Fire Sprinkler Permit: Yes No # of Heads APPROVALS: ZONING: COMMENTS: Revised: June 30, 2015 UTILITIES: ENGINEERING: FIRE: Plumbing # of Fixtures Fire Alarm Permit: Yes No WASTE WATER: BUILDING: Permit Application RECORD COPY FORM R405-2014 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Business and Professional Regulation - Residential Performance Method Project Name: Lot 218 Madrona C LHG BonusBth4 - E Builder Name: One Stop Cooling and Heating 6 Street: 3789 Night Heron Dr. Permit Office: Seminole SAN"COIRCity, State, Zip: Sanford , FL , Permit Number: # 1 7 _ 2 g 3 p Owner: Park Square Homes Jurisdiction: Design Location: FL, Orlando County:: Seminole (Florida Climate Zone 1. New construction or existing New (From Plans) 9. Wall Types(2800.3 sqft.) Insulation Area 2. Single family or multiple family Single-family a. Concrete Block - Int Insul, Exterior R=4.1 1787.30 ft2 b. Frame - Wood, Exterior R=11.0 747.00 ft2 3. Number of units, if multiple family 1 c. Frame - Wood, Adjacent R=11.0 266.00 ft2 4. Number of Bedrooms 4 d. N/A R= ft2 5. Is this a worst case? No 10. Ceiling Types (2336.0 sqft.) Insulation Area a. Under Attic (Vented) R=30.0 2336.00 ft2 6. Conditioned floor area above grade (ft2) 2450 b. N/A R= ft2 Conditioned floor area below grade (ft2) 0 c. N/A R= ft2 11. Ducts R ft2 7. Windows(291.0 sqft.) Description Area a. Sup: Attic, Ret: 1st Floor, AH: 1st Floor 6 490 a. U-Factor: Dbl, U=0.55 165.00 ft2 SHGC: SHGC=0.22 b. U-Factor: Dbl, U=0.58 96.00 ft2 12. Cooling systems kBtu/hr Efficiency SHGC: SHGC=0.25 a. Central Unit 47.0 SEER:16.00 c. U-Factor: Dbl, U=0.54 30.00 ft2 SHGC: SHGC=0.25 13. Heating systems kBtu/hr Efficiency d. U-Factor: N/A ft2 a. Electric Heat Pump 45.5 HSPF:9.00 SHGC: Area Weighted Average Overhang Depth: 3.483 ft. Area Weighted Average SHGC: 0.233 14. Hot water systems a. Electric Cap: 50 gallons 8. Floor Types (2450.0 sqft.) Insulation Area EF: 0.900 a. Slab -On -Grade Edge Insulation R=0.0 2091.00 ft2 b. Conservation features b. Floor over Garage R=11.0 245.00 ft2 None c. other (see details) R= 114.00 ft2 15. Credits Pstat Glass/Floor Area: 0.119 Total Proposed Modified Loads: 69.56 PASSSSTotalBaselineLoads: 74.74 f1 I hereby certify that the plans and specifications covered by Review of the plans and 58Tgr this calculation are in compliance with the Flop ii1da Enebrgyde specifications covered by this Code. Rafael IZgUIE'rd0`1zgUieTdo calculation indicates compliancesigned the Florida Energy Code. Date: with tea1`a Oxt PREPARED BY: 2017.09.0815:48:24-04'00' Before construction is completed 1, DATE: this building will be inspected forE y compliance with Section 553.908 I hereby certify that this buil g, s designed, is in co lance Florida Statutes. t, with the Florida Energy de.CO 4 WE OWNER/AGENT: BUILDING OFFICIAL: DATE: DATE: Compliance requirce.ationbyaairhandlerunitmanufacturerthattheairhandlerenclosurequalifiesascertified factory -sealed in accords a 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/ 8/2017 3:46 PM EnergyGaugeO USA - FlaRes2014 Section R405.4.1 Compliant Software Page 1 of 5 FORM R405-2014 PROJECT Title: Lot 218 Madrona C LHG Bon Bedrooms: 4 Address Type: Lot Information Building Type: User Conditioned Area: 2450 Lot # 218 Owner: Park Square Homes Total Stories: 2 Block/SubDivision: WP of Units: 1 Worst Case: No PlatBook: Builder Name: One Stop Cooling and Heatin Rotate Angle: 0 Street: 3789 Night Heron Dr. Permit Office: Seminole Cross Ventilation: No County: Seminole Jurisdiction: 6 y S7)7) 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 2450 22677.3 SPACES Number Name Area Volume Kitchen Occupants Bedrooms InfilID Finished Cooled Heated 1 1 st Floor 2091 19446.3 Yes 5 4 1 Yes Yes Yes 2 2nd Floor 359 3231 No 0 0 1 Yes Yes Yes FLOORS Floor Type Space Perimeter Perimeter R-Value Area Joist R-Value Tile Wood Carpet 1 Floor over Garage 2nd Floor ---- ---- 245 ft2 11 0.29 0 0.71 2 Slab -On -Grade Edge Insulatio 1 st Floor 191.5 ft 0 2091 ft2 0.29 0 0.71 3 Floor Over Other Space 2nd Floor ---- ---- 114 ft2 0 0.29 0 0.71 ROOF Roof Gable Roof Solar SA Emitt Emitt Deck Pitch Type Materials Area Area Color Absor. Tested Tested Insul. deg) 1 Hip Composition shingles 2613 ft2 0 ft2 Dark 0.9 N 0.9 No 0 26.6 ATTIC V # Type Ventilation Vent Ratio (1 in) Area RBS IRCC 1 Full attic Vented 300 2336 ft2 N N 9/8/2017 3:46 PM EnergyGaugeg USA - PARI'S2014 Soction R405.4.1 GOmphant S4nware Page 2 of 5 FORM R405-2014 CEILING Ceiling Type Space R-Value Ins Type Area Framing Frac Truss Type 1 Under Attic (Vented) 1 st Floor 30 Blown 2336 ft2 0.1 Wood WALLS Adjacent Cavity Width Height Sheathing Framing Solar BelowoSpace 1 N Exterior Frame - Wood 2nd Floor 11 26 0 9 0 234.0 ft2 0 0.25 0.8 0 2 N Exterior Concrete Block - Int Insul 1 st Floor 4.1 65 0 9 4 606.7 ft2 0 0 0.8 0 3 E Exterior Frame - Wood 2nd Floor 11 15 6 9 0 139.5 ft2 0 0.25 0.8 0 4 E Exterior Concrete Block - Int Insul 1st Floor 4.1 25 6 9 4 238.0 ft2 0 0 0.8 0 5 S Exterior Frame - Wood 2nd Floor 11 26 0 9 0 234.0 ft2 0 0.25 0.8 0 6 S Exterior Concrete Block - Int Insul 1 st Floor 4.1 56 0 9 4 522.7 ft2 0 0 0.8 0 7 W Exterior Frame - Wood 2nd Floor 11 15 6 9 0 139.5 ft2 0 0.25 0.8 0 8 W Exterior Concrete Block - Int Insul 1 st Floor 4.1 45 0 9 4 420.0 ft2 0 0 0.8 0 9 - Garage Frame - Wood 1st Floor 11 28 6 9 4 266.0 ft2 0 0.25 0.8 0 DOORS Ornt Door Type Space Storms U-Value Width Height Area Ft In Ft In 1 E Insulated 1 st Floor None 39 3 8 24 ft2 2 Wood 1 st Floor None 39 2 8 8 21.3 ft2 WINDOWS Orientation shown is the entered, Proposed orientation. V Wall Overhang Ornt ID Frame Panes NFRC U-Factor SHGC Area Depth Separation Int Shade Screening 1 n 2 Metal Low-E Double Yes 0.55 0.22 45.0 ft2 1 ft 0 in 1 ft 0 in Drapes/blinds None 2 n 2 Metal Low-E Double Yes 0.54 0.25 8.0 ft2 1 ft 0 in 1 ft 0 in Drapes/blinds None 3 e 3 Metal Low-E Double Yes 0.55 0.22 15.0 ft2 1 ft 0 in 1 ft 0 in Drapes/blinds None 4 e 4 Metal Low-E Double Yes 0.55 0.22 30.0 ft2 1 ft 0 in 1 ft 0 in Drapes/blinds None 5 e 4 Metal Low-E Double Yes 0.54 0.25 6.0 ft2 1 ft 0 in 3 ft 6 in Drapes/blinds None 6 e 4 Metal Low-E Double Yes 0.54 0.25 8.0 ft2 7 ft 4 in 6 ft 0 in Drapes/blinds None 7 S 6 Metal Low-E Double Yes 0.55 0.22 30.0 ft2 1 ft 0 in 1 ft 0 in Drapes/blinds None 8 s 6 Metal Low-E Double Yes 0.54 0.25 8.0 ft2 1 ft 0 in 1 ft 0 in Drapes/blinds None 9 w 8 Metal Low-E Double Yes 0.55 0.22 45.0 ft2 1 ft 0 in 1 ft 0 in Drapes/blinds None 10 W 8 Metal Low-E Double Yes 0.58 0.25 96.0 ft2 8 ft 0 in 1 ft 0 in None None GARAGE Floor Area Ceiling Area Exposed Wall Perimeter Avg. Wall Height Exposed Wall Insulation 1 393 ft2 384 ft2 53 ft 9.3 ft 1 9/8/2017 3:46 PM EnergyGauge@ USA - FlaRes2014 Section R405.4.1 Compliant Software Page 3 of 5 FORM R405-2014 INFILTRATION Scope Method SLA CFM 50 ELA EgLA ACH ACH 50 1 Wholehouse Proposed ACH(50) 000412 2645.7 145.24 273.15 .37 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 System Model # Collector Model # Area Storage Volume FEF None None ft2 DUCTS Supply ---- V # Location R-Value Area Return ---- Air CFM 25 CFM25 Location Area Leakage Type Handler TOT OUT ON RLF HVAC # Heat Cool 1 Attic 6 490 ft2 1 st Floor 122.5 ft Prop. Leak Free 1 st Floor --- cfm 73.5 cfm 0.03 0.50 1 1 TEMPERATURES Programable Thermostat: Y CoolingJan Feb Mar Heatinf Jan EX} Feb EX Mar Ventin [ Jan l ]] Feb [X Mar Ceiling Fans: A r Ma rjJun Jul AugSe [ ]Oct Apr I May Jun Jul l Aul Sep [ ] ArMaJun [ Jul [ Aug [ Se [X] j Nov Oct [ X] Nov Oct [ X] Nov Dec lX Dec Dec 9/ 8/2017 3:46 PM EnergyGaugeO USA - FlaRes2014 Section R405.4.1 Compliant Software Page 4 of 5 FORM R405-2014 Thermostat Schedule: Schedule Type HERS 2006 Reference 1 2 3 4 5 Hours 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 (W D) 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 9/8/2017 3:46 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 5 of 5 I\ FORM R405-2014 Florida Department of Business and Professional Regulations Residential Whole Buildino Performance and Prescriptive Methods ADDRESS: 3789 Night Heron Dr. 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. 13 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 foot (1.5 Us/m2), and swinging doors no more than 0.5 cfm per square foot (2.6 Us/m2), when tested according to NFRC 400 or AAMA/WDMA/CSA 101/I.S.2/A440 by an accredited, independent laboratory and listed and labeled by the manufacturer. Exception: Site -built windows, skylights and doors. 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. 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. 11 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. Duct testing is not mandatory for buildings complying by Section R405 of this code. 9/8/2017 3:46 PM EnergyGauge@ USA - FlaRes2014 - Section R405.4.1 Corn 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 (13°C) 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 100°F to 140°F (38°C to 60oC). 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. 0 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. 0 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. 9/8/2017 3:46 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: 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. 2. 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. 9/8/2017 3:46 PM EnergyGaugeO USA - FlaRes2014 - Section R405.4.1 Com Page 3 of 3 FORM R405-2014 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE INDEX* = 93 The lower the EnergyPerformance Index, the more efficient the home. 3789 Night Heron Dr., Sanford, FL, 1. New construction or existing New (From Plans) 9. Wall Types Insulation Area 2. Single family or multiple family Single-family a. Concrete Block - Int Insul, Exterior R=4.1 1787.30 ft2 b. Frame - Wood, Exterior R=11.0 747.00 ft2 3. Number of units, if multiple family 1 c. Frame - Wood, Adjacent R=11.0 266.00 ft2 4. Number of Bedrooms 4 d. N/A R= ft2 10. Ceiling Types Insulation Area 5. Is this a worst case? No a. Under Attic (Vented) R=30.0 2336.00 ft2 6. Conditioned floor area (ft2) 2450 b. N/A R= ft2 7. windows" Description Area c. N/A R= ft2 a. U-Factor: Dbl, U=0.55 165.00 ft2 11. Ducts a. Sup: Attic, Ret: 1 st Floor, AH: 1 st Floor R ft2 6 490 SHGC: SHGC=0.22 b. U-Factor: Dbl, U=0.58 96.00 ft2 SHGC: SHGC=0.25 12. Cooling systems kBtu/hr Efficiency c. U-Factor: Dbl, U=0.54 30.00 ft2 a. Central Unit 47.0 SEER:16.00 SHGC: SHGC=0.25 d. U-Factor: N/A ft2 13. Heating systems kBtu/hr Efficiency SHGC: a. Electric Heat Pump 45.5 HSPF:9.00 Area Weighted Average Overhang Depth: 3.483 ft. Area Weighted Average SHGC: 0.233 8. Floor Types Insulation Area 14. Hot water systems Cap: 50 gallons a. Slab -On -Grade Edge Insulation R=0.0 2091.00 ft2 a. Electric EF: 0.9 b. Floor over Garage R=11.0 245.00 ft2 c. other (see details) R= 114.00 ft2 b. Conservation features None 15. Credits Pstat 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 * ection. Otherwise, a new EPL Display Card will be completed based on installed Co e co plignLfeatures. Builder Signature:/&4 / Date: 0?/ Address of New ome: j7 ' j City/FL Zip: 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. 9/8/2017 3:46 PM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Compliant Software Page 1 of 1 Project Summary Job: Lot 218 Madrona C LHG B... Wrightsofta Date: 05/23/2017 Entire House By: LF/Ri One Stop Cooling and Heating 7225 Sandscwve Court, Winter Park, FL 32792 Phone: (407) 629 - 6920 Fax: (407) 629 - 9307 Web: wwwOneStopCoolirg.com License: CAC032444 For: Park Square Homes 3789 Night Heron Dr., Sanford, FL Notes: DesJign lnfoftmion Wz W-111 OW Weather: Orlando Intl AP, FL, US Winter Design Conditions Outside db 42 OF Inside db 68 IF Design TD 26 OF Heating Summary Structure 25071 Btuh Ducts 2981 Btuh Central vent (0 cfm) 0 Btuh none) Humidification 0 Btuh Piping 0 Btuh Equipment load 28052 Btuh Infiltration Method Simplified Construction quality Average Fireplaces 0 Heating2469 Co Area (ftlin) 2469 Volume (ft3) 22842 22842 Air changes/hour 0.41 0.21 Equiv. AVF (cfm) 156 80 Heating Equipment Summary Make Trane Trade TRANE Model 4TW R6048H1 AHRI ref 7563627 Summer Design Conditions Outside db 92 OF Inside db 74 OF Design TD 18 OF Daily range M Relative humidity 50 Moisture difference 49 gr/Ib Sensible Cooling Equipment Load Sizing Structure 23205 Btuh Ducts 6187 Btuh Central vent (0 cfm) 0 Btuh none) Blower 0 Btuh Use manufacturer's data n Rate/swin multiplier 0.97 Equipmensensible load 28628 Btuh Latent Cooling Equipment Load Sizing Structure 3640 Btuh Ducts 1320 Btuh Central vent (0 cfm) 0 Btuh none) Equipment latent load 4960 Btuh Equipment Total Load (Sen+Lat) 33588 Btuh Req. total capacity at 0.75 SHR 3.2 ton Cooling Equipment Summary Make Trane Trade TRANE Cond 4TWR6048H1 Coil TEM6AOD48H41++TDR AHRI ref 7563627 Efficiency 9 HSPF Efficiency 13.0 EER,16 SEER Heating input Sensible cooling 35250 Btuh Heating output 45500 Btuh @ 47°F Latent cooling 11750 Btuh Temperature rise 0 OF Total cooling 47000 Btuh Actual air flow 0 cfm Actual air flow 1567 cfm Air flow factor 0 cfm/Btuh Air flow factor 0.053 cfm/Btuh Static pressure 0.50 in H2O Static pressure 0.50 in H2O Space thermostat Load sensible heat ratio 0.86 Capacity balance point = 29 OF BdWflalic values have been manually overridden Calculations approved byACCA to meet all requirements of Manual J 8th Ed. W f 1 h tso t" 2017-Sep-0815:13.47 9Right-SuteOUniversal 2017 17.023 RSU16202 Page 1 PL Temp\ Lot 218 tvladrona C LHG BonsBth4 - E.np Calc = tvt18 Front Door faces: E F wrightsottx Right-J® Worksheet fob 2 Madrona C LHG Bono.. Entire House Date: 05/ 05/23/2/2017 By: LF/RI One Stop Cooling and Heating 7225 Sardscove Court, Winter Park, FL 32792 Phone: (407) 629 - 6920 Fax: (407) 629 - 9307 Web: www.OreStopCoolirg.com Licerse: CAC032444 1 Room name Entire House BEN 2 Exposed wall 274.5 it 29.5 1t 3 Room height 9.3 it d 9.3 it heat/cool 4 Room dimensions 1.0 x 161.5 it 5 Room area 2468.9 ft2 161.5 fF Ty Construction U-value Or HTM Area (it) Load Area (ftz) Load number BtuhAtz°F) Blu or perimeter (it) Btuh) or perimeter (it) Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 W_ 12&Osw`` 'y 13A-4ocs 0.097 0.143 n b 2 3.73 282 2.90 234.. 605 234 552 592 2058 659 1597 0 126 t1 111 0 413 0' 320 4A5-2om 0.550 n 14.35 13.41 45 0 646 603 15 0 215 201 11 4B5-2fm 12B Osw , zs 64A5 2omF ,., ,.. 0.540 A097 may...,: 0.550Y n e s e 14.09 x -,253 14.35. 13.67 2:82 27.44 8 7"4o 4&. -. 15 0 p 125 w ,ti '.. 0 113 315 215 109 351 Al2 0 p 0 0 0 o 0 0 x 0 k, 0 0 0 a0', 13A-4ocs 4A5-2om 0.143 0.550 e a 3.73 14.35 2.90 27.44 237 30 169 0 631 431 490 823 121 30 91 0 339 431 263 823 4B5-2fm 4135-21'm 0.540 0.540 a e 14.09 14.09 29.62 29.50 6 8 0 0 85 113 178 236 0 0 0 0 0 0 O 0 D W , j 11 DO 2B4Osw, . .;.i659...,0 13A-40cs 0.390 097 0.143 a se s 10.18 2.53, 3.73 12.27 2.82 2.90 24 F.w, ; 234 521 24 234 483 244 592 1802 294 1398 0 28 0 0 28 0 0 104 0 00.097 81 F --G G W,,, 4A5-2om 4135-21m 1 2 -Oswa ,. 0.550 0.540 0097 s s wi--. 14.35 14.09 253. 13.54 13.67 2:82 30 8 140 53 16 o 40.. 431 113 353 406 109 A.393 0 0 0 0 0 0..i 0 0 0 O li 0 0° 13A-4ocs 0.143 w 3.73 2.90 419 278 1036 804 0 0 0 0 4A5-2om 0.550 w 14.35 27.44 45 0 646 1235 0 0 0 0 P.. D', 4 2om 12COsw'0091 11 DO ,;, 0 58 0.390 w sn 1 14 w 238n151?2110 ]8 21 44 1227 96 135 1453 217..' 1,,; 262 2059 0 0..; 0 0: 0 0 0 O C F 16&30ad 19C 19cs p? 0.032 049 0.84 0.44 1.76 w0 31.:245F 2317 2317 245 1935 109 4073 A. %7 162 0, 162 uw ,. .0. 135 a .F a`0 2841 0` F 99A-tnm 1 1 Rn An Rn n nn gn71 1 q9 RsigR n 1 R? in qf)q n 61 c) AED excursion 11148 76 Envelope loss/gain 20607 18743 2545 1896 12 a) Infiltration 4464 1612 484 175 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 5 1150 1 230 Appliancestother 1700 0 Subtotal (lines6 to 13) 25071 23205 3030 2301 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 302 305 14 Subtotal 25071 23205 3331 2606 1151 Ductloads 112% 279/6 2981 6187 12% 1 27%1 3961 695 Total room load I j 28052 29393 3728 3301 Air required (dm) 0 1567 0 176 Calculations approved byACCAto meet all requirements of Manual J 8th Ed. wrigtatsoft' Righ2017-Sep-0815:13.47l-Srite®Uriversal 2017 17.0.23 RSU16202 Page 1 PL TemptLot 218 Madrona C LHG BorxsBth4 - E.n{o Calc = NUS Front Door faces: E Job Lot 77 wrightsoftu Right-JO Worksheet Date: 05/ 218 / 2 Madrona C LHG Bonu... - Entire House Date: 05/23/2017 By. LF/RI One Stop Cooling and Heating 7225 Sardscove Cart, W inter Park, FL 32792 Phone: (407) 629 - 6920 Fax: (407) 629 - 9307 Web: wwwOneStopCooling.00m License: CAC032444 1 Room name BTH3 BEDS 2 Exposed wall 5.5 It 14.5 It 3 Room height 9.3 ft heaU000l 9.3 It heat/cool 4 Room dimensions 9.0 x 5.5 It 1.0 x 169.0 It 5 Room area 49.5 IF 169.0 fF Ty Construction U-value Or HTM Area (ft') Load Area (ftz) Load number Btuh/ttz°F) Bluh/f[z) or perimeter (ft) Btuh) or perimeter (ft) Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 71W.. 126 Osw ':: .- 0 097 n- 2 53 2 82 x 0 w f0-0p 0`, V 13A-4ors 0.143 n 3.73 2.90 51 47 176 137 135 120 447 347 4A5-2om 0.550 n 14.35 13.41 0 0 0 0 15 0 215 201 11 CGI 4B5-2fm 12E Osw,. 13A-4ocs 0.540 0097 0.143 n e `; a 14.09 2S3 14.35. 3.73 13.67 282 27i44 2.90 4 00 0 0 0 0 0 56 0 0 0 55 s 0 0 0 0 0 0 0 0 0 O 0 0 b o 0, 0 0 0: 0: 0 4A5-2om 0.550 a 14.35 27.44 0 0 0 0 0 0 0 0 4135-2(m 0.540 a 14.09 29.62 0 0 0 0 0 0 0 0 4135-2fm 0.540 e 14.09 29.50 0 0 0 0 0 0 0 0 D v 11 DO 13A-4ocs 0.390 w.. :'VOW, 0.143 a s:...._ s 10.18 2 53.. 3.73 12.27 2.sz 2.90 0 x.., o 0 0 ew : o 0 0 o 0 0 ate. o 0 0 30 0 0 o 0 0 o 0 0 v o 0 G 4A5-2om 0.550 s 14.35 13.54 0 0 0 0 0 0 0 0 G W. 465-2fm 12&Osw,.; ,. ,. A... 0.540 0097 s w..( 14.09 x.,,253.>.. 13.67 e2:82 0 x ,;0,"K 0 0._.__... 0 0.... 0 Oc 0 0`_.0 0 0 0 Vt/ 1-G 13A-40cs 4A5-2om 0.143 0.550 w w 3.73 14.35 2.90 27.44 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 EEVA 61 c) AED excursion 1-16 1 1 -58 Envelope loss/gain 443 263 1250 787 12 a) Infiltration 90 33 238 86 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants Ca) 230 0 0 1 230 Appliancestother 0 0 Subtotal (lines 6to 13) 533 295 1489 1103 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 7 15 10 21 14 Subtotal 541 310 1499 1124 15 Dud loads 1 129/6 27-/.l 64 83 12°/ 27 % 178 300 Total room load 605 393 1677 1424 Air required (dm) 0 21 0 76 Calculations aDDroved bvACCA to meet all requirements of Manual J 8th Ed wrightsOft 2017-Sep-0815:13.47 Rigti-SuiteOUnversal 201717.023 RSU16202 Page 2 PL Temp\Lot 218 Madrona C LHG BonsB&A - E.rp Calc = W8 Front Door faces: E rFrwrightsoft,* Right-M Worksheet Job: Lot 218 Madrmla C LHG Bonu... Entire House Date: 05/23/2017 By: LF/RI One Stop Cooling and Heating 7225 Sardscove Courl, W irter Park, FL 32792 Phone: (407) 629 - 6920 Fax: (407) 629 - 9307 Web: www.OreStopGoolirg.com License: CAC032444 1 Room name LDRY 2 Exposed wall O ft 10.0 It 3 Room height 9.3 It heat/000l 9.3 It heaticool 4 5 Room dimensions Room area 3.5 x 3.5 It 12.3 fF 1.0 x 64.5 It 64.5 IF Ty Construction U-value Or HTM Area (fF) Load Area 012) Load number Btuh*of° Bluhrtt2) or perimeter (ft) Btuh) or perimeter (ft) Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 W',: 12E- ; , C u 0:097 n' 253 2.82 0 IS O 0 aKn 0 0 0 0 13A-4ocs 0.143 n 3.73 2.90 0 0 0 0 28 28 4 104 81 4A5-2om 0.550 n 14.35 13.41 0 0 0 0 0 0 0 0 114'4- 4B5 2fm 12130sw - -.; 4A5 2om '., ,.. 13A-4ocs 0.540 0097 0.550 0.143 n e e a 14.09 1.435 3.73 13.67 27.44 2.90 0 0 0 0 A..,J ..0 0 0 0 0 0 m ,.. 0x 0 0 p 65 0 0 59 0 0 221 0 n , 0 171 4A5-2om 0.550 a 14.35 27.44 0 0 0 0 0 0 0 0 4B5.2fm 0.540 e 14.09 29.62 0 0 0 0 6 0 85 178 4B5-2fm 0.540 e 14.09 29.50 0 0 0 0 0 0 0 0 D 11 DO 13A-4ocs 0.390 0097 0.143 a js ' s 10.18 253 3.73 1227 2.82.=.. 2.90 0 0 0 0 0 0 0 x. 0 0 0 h 0 0 0 z0 0 0 r .. "0'..: 0 0 D 0 0 x•Ol 0 4A5-2om 0.550 s 14.35 13.54 0 0 0 0 0 0 0 0 4B5-2fm 1213- 13A-4ocs 0.540 0 097 0.143 s w . w 14.09 2 53 3.73 13.67 2.82 2.90 0 0 0 0 0 0 0 0 0 0 0, 0 0 0 0 0 0 0 0 0 0 4A5-2om 0.550 w 14.35 27.44 0 0 0 0 0 0 0 0 4A5-2omd 0.580 w 1514 21.44 0 0 0 0 0 0 0 0 61 c) AED excursion 1 33 Envelope loss/gain 10 20 1144 864 12 a) Infiltration 0 0 164 59 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants@ 230 0 0 0 0 Applianoes/other 0 500 Subtotal (lines 6 to 13) 10 20 1308 1424 Less exlernalload 0 0 0 0 Less transfer 0 0 0 0 Redistribution 10 20 288 267 14 Subtotal 0 0 1596 1690 151 Dudloads 1120% 271% 0 0 12% 27% 190 451 Total room load 0 0 1786 2141 Air required (dm) 0 0 01 114 Calculations approved byACCAto meet all requirements of Manual J 8t Ed. wrightsoft` Rig lt-Sule®Uriversal201717.023RSU16202 2017-Sep-081 :13: 47 PL Temp\Lo12l8 Madrona C LHG BonusBN - E.rLp Calc = W8 Frort Door faces: E Page 3 F - wrightsoft' Right-M Worksheet Job: Lot 218 Madrona C LHG Bonu... , Entire House Date: 05/23/2017 By: LF/RI One Stop Cooling and Heating 7225 Sandsoove Cart, W irter Park, FL 32792 Phone: (407) 629 - 6920 Fax: (407) 629 - 9307 Web: www.OneStopCooling.00m Licerse: CAC032444 1 Room name STR1 KIT 2 Exposed wall O ft O ft 3 Room height 9.3 ft heat/cool 9.3 ft heaV000l 4 5 Room dimensions Room area 18.0 72.0 fF x 4.0 ft 24.5 257.3 fF x 10.5 it Ty Construction U-value Or Area OF) Load Area (ft) Load number Btuh/ft--9 oHw TLM. 0BWh412) or perimeter (ft) Btuh) or perimeter (ft) Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 W , ;.. 126 0Sw 13A-4ocs 4A5-2om r::0:097 0.143 0.550 n n n 2S3 3.73 14.35 a :'2.82 2.90 13.41 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 p 0 0 aO 0 0 11 465-2fm j26-05w .. r4A5 2om '.- _. 13A-4ors 0.540 0;097 0.550 0.143 n a e e 14.09 253 1.435. 3.73 13.67 2:82 27.44 2.90 0 ys 0 0 0 0 0 O 0 0 0 0 0 0 0 tt 0 0 0 0xr 0".. 0 0 0 0 0 0 0 H.O. 0 M. 0 y:Q 0 0 4A5-2om 0.550 e 14.35 27.44 0 0 0 0 0 0 0 0 4135-2fm 4B5-2fm 0.540 0.540 a a 14.09 14.09 29.62 29.50 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 D j 11 DO 126 0sw_ ",. 13A-4ocs 0.390 0,097 0.143 a s,R; s 10.18 2.53. 3.73 12.27 2.82,0 2.90 0 s...<.. 0 w 'u 0 0 0 0 0 0 0 0 0 0 0 0.,,. 0 0 0 0 0 E-G G MW,,. ." 4A5-2om 4135-21m 12B 0",, . `. - _:,. 0.550 0.540 0097 s s w:;' 14.35 14.09 253 13.54 13.67 2.82 0 0 0 µ. 0 0 0 _ ... 0 0 a0 0 0 0 0 0 O k r.....0 0 0 0 0 a O 0 V 1 I-C 13A-4os 4A5-2om 0.143 0.550 w w 3.73 14,35 2.90 27.44 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0, 0 61 c) AED excursion 10 77 Envelope loss/gain 265 190 162 264 12 a) Infiltration 0 0 0 0 b) Room ventilation 0 0 0 0 13 Internal gains: OocupantsCa) 230 0 0 0 0 Applianoestother 0 1200 Subtotal (lines 6 to 13) 1 265 190 1621 1464 Less external load 0 0 0 0 Lesstransfer 0 0 0 0 Redistribution 265 190 400 361 14 Subtotal 0 0 562 1826 15 Ductloads 112°/ 27 % 0 0 12% 270/6 67 487 Total room load 0 0 629 2312 Air required (dm) 0 0 0 123 Calculations approved byACCAto meet all requirements of Manual J 8th Ed. W rig h tSoft` 2017-Sep-08 15:13:47 Rig ht-Sute®Uriversal2017 17.0.23 RSU16202 Page 4 PL Temp\Lot 218 fvladrona C LHG Bor sBth4 - E.r p Calc = W8 Frort Door faces: E wrightsoftw Right-JO Worksheet Job: Lot 218 Madrona C LHG Bonu... Entire House Date: 05/23/2017 One Stop Cooling and Heating By: LF/RI 7225 Sardscove Court, Wirter Park, FL 32792 Phone: (407) 629 - 6920 Fax: (407) 629 - 9307 Web: www.OneStopCoolirg.com License: CAC032444 1 Room name FOY DIN 2 Exposed wall 55 It 0 it 3 Room height 9.3 It heat/mol 9.3 It heat/cool 4 5 Room dimensions Room area 6.5 x 10.0 ft 65.0 ft' 1.0 x 232.0 ft 232.0 fF Ty Construction U-value Or HTM Area OF) Load Area OF) Load number Btuh4t-°F) Btuh4t1) 1 or perimeter (ft) Btuh) or perimeter (ft) Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6.W 125-Os4' 0097 n 2a3. 2.82 0 0 0 0 a 0..,.u.0 1 0 a 0 W 13A-4ocs 4A5-2om 0.143 0.550 n n 3.73 14.35 2.90 13.41 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 t_rG j 0 11 4135-2fm 912E =,bm' 4A5tom =., 13A-4ocs 0.540 t 0 097 a n f0550 0.143 n• e< e.. e 14.09 253 1435. 3.73 13.67 2:82 27.44 2.90 0 0 x 0_ 51 0 0 0. 19 0 0 0 71 0 0 0,... 55 0 0 0 0 0 0 x,0.. 0 0 0 0 0 0 0 0' 0 4A5-2om 0.550 a 14.35 27.44 0 0 0 0 0 0 0 0 4B5-2fm 4B5-2fm 0.540 0.540 a a 14.09 14.09 29.62 29.50 0 8 0 0 0 113 0 236 0 0 0 0 0 0 0 0 D j 11 DO J<S. . 13A-4ocs 0.390 0.143 e s 10.18 3.73 1227 s. 2.90 24 0 24 0 244 0W, 0 294 0 0 0 0 0 0 0 0 0 0` 0 I-G 4A5-2om 0.550 s 14.35 13.54 0 0 0 0 0 0 0 0 G W a . ; yJ 4135-21m 126Osw '< ., x. .. 13A-4ocs 4A5-2om 0.540 Y0097 0143 0.550 s w w w 14.09 2.53 3.73 14.35 13.67 2.82 2.90 27.44 0 F_ .O 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Q 0 0 0 0 0 0 0 0 0 0 4A5 2omd 0.580 w 15.14 21.44 0 0 0 0 0 0 0 0 1.1801 - I 30BO1 0.001 651 61 1691 01 2321 01 01 01 6 c) AED excursion 1-3 20 Envelope loss/gain 652 698 194 388 12 a) Infiltration 90 33 0 0 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants@ 230 0 0 0 0 Appliances/other 0 0 Subtotal (lines 6to 13) 743 730 194 388 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 743 730 0 0 14 Subtotal 0 0 194 388 15 Dud loads 12% 27 % 0 0 12% 27 % 23 103 Total room load 0 0 217 491 Air required (dm) 01 01 0 26 Calculations approved bvACCAto meet all requirements of Manual J 8th Ed 4G 1\ wrigtatsoft` Right-SuteOUriversal 201717.023 RSU16202 2017-Sep-081 Pageae 5 PL Temp\Lot 218 Madrona C LHG BonsBt A - E.np Calc = W8 Frort Door faces: E g rLwrightsoft* Right-JO Worksheet Date: Lot 218 / 2 Maarorra c LHG Bonu.. Entire House Date: LF/ 23/2017 By: LF/RI One Stop Cooling and Heating 7225 Sandscove Court, W irter Park FL 32792 Phone: (407) 629 - 6920 Fax: (407) 629 - 9307 Web: wwwOreStopCoolirg.com License: CAC032444 1 Room name MWIC NBTH 2 E)posed wall 14.5 ft 7.0 It 3 Room height 9.3 ft heaU000l 9.3 ft heat/000l 4 Room dimensions 8.0 x 14.6 ft 1.0 x 109.5 ft 5 Room area 116.7 fF 109.5 ftz Ty Construction number U-value Btuh4t2-°F) Or HTM Btuh/fz) Area OF) or perimeter (ft) Load Btuh) Area MI) or perimeter (ft) Load Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 W V)/ 13A-4ors 4A5-2om i O697; 0.143 0.550 n:i n n 3.73 14.35 2.90 13.41 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0IEC 4135 2(m 13A-4ocs 4A5-2om 0.540 0550 0.143 0.550 n 0,e. e a 14.09 m 935 3.73 14.35 13.67 2.90 27.44 0 00097 0 0 0 0 0 0 0 0 045to 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0..-, 0 0 0 00 1 0 0 4135-2fm 465-2fm 0.540 0.540 a a 14.09 14.09 29.62 29.50 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 D W 11 DO 12B Osw, ` -' 13A-4as 0 390 0 097 0.143 e s ` s 10.18 2S3 3.73 1227 r2 82 2.90 0 i 0 135 0 0 135 0 0 503 0 D 390 0 x.. 0• 65 0 0 61 0 0. 228 0 Y :,iQ', 177 W 4A5-2om 465-2fm j 2&Osw,w _ „_. 13A-40cs 4A5-2om 0.550 0.540 0 097 0.143 0.550 s s w' w. w 14.35 14.09 2.53 3.73 14.35 13.54 13.67 2.82 2.90 27.44 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 vp 0 0 0 4 0 0 0 4 0 0 0 56 0 0 0 55 0 0 216 61 c) AED excursion 1-36 1 1-23 Envelope loss/gain 1192 603 591 401 12 a) Infiltration 238 86 115 42 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliances/other 0 0 Subtotal (lines 6 to 13) 1430 689 706 442 Less ekernal load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 37 26 0 0 14 Subtotal 1466 716 706 442 15 Dud loads 12% 27 % 174 191 12% 27 % 84 11 S Total room load 16411 906 790 560 Air required (cfm) 01 481 01 30 Calculations approved byACCAto meet all requirements of Manual J 8th Ed. wrigF>ttsOft` 2017-Sep-081 Rigfi-Sute®Uriversal 2017 17.023 RSU16202 Pageae 6 PL TemptLot 218 Madrora C LHG BonLsBN - E.np Calc = W8 Frort Door faces: E 9 LLrF wrightsoftu Right-JO Worksheet Job: 2 Madrotla C LHG Bono.. Entire House Gam: 05/ 05/23/2/2017 By. LF/RI One Stop Cooling and Heating 7225 Sardscove Court, W inter Park, FL 32792 Phone: (407) 629 - 6920 Fax: (407) 629 - 9307 Web: wwwOneStopGoolirg.com License: CAG032444 1 Room name M OI NEED 2 Exposed wall 6.0 ft 40.0 ft 3 Room height 9.3 It heaUmol 9.3 ft heaUmol 4 Room dimensons 4.5 x 6.0 ft 14.5 x 17.0 ft 5 Room area 27.0 fF 246.5 ft' Ty Construction U-value Or HTM Area (fF) Load Area (ft) Load number BtuhRt--g Btuh/ftz) or perimeter (ft) Btuh) or perimeter (ft) Btih) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 W. t12 Osw y` , 0097 n.` 253 2.f32 0 0 D 0 0 0 F 0 13A-4ocs 0.143 n 3.73 2.90 0 0 0 0 79 79 295 229 11 s2?44 p4A5; 12 6W ' 0.550 e u1435, 0 0. 0 0 0 p p % y,,.' 13A-4ocs 0.143 a 3.73 2.90 0 0 0 0 0 0 0 0 4A5-2om 0.550 e 14.35 27.44 0 0 0 0 0 0 0 0 4B5-2fm 0.540 e 14.09 29.62 0 0 0 0 0 0 0 0 465-2fm 0.540 e 14.09 29.50 0 0 0 0 0 0 0 0 D 11DO 0.390 a 10.18 1227 0 0 0 0 0 0 0 0 O a". 0 0 0 0. 13A-4ocs 0.143 s 3.73 2.90 56 52 193 150 158 128 478 371 4A5-2om 0.550 s 14.35 13.54 0 0 0 0 30 26 431 406 4135-2fm 0.540 s 14.09 13.67 4 4 56 55 0 0 0 0 0 FP -: ,:M 0 °q; W%' 0 13A-4ocs 0.143 w 3.73 2.90 0 0 0 0 135 105 391 304 4A5-2om 0.550 w 14.35 27.44 0 0 0 0 30 0 431 823. 4A5-2omd 0.580 w 15.14 21.44 0 0 0 0 0 0 0 0' P 12C Osw"" 0 091 2.381 51 0 0 0 0 D L"IQ",s11D0. u.' 0.390 n 10.18 1227 0 xx, 0 0 0 0 r 0 C 166-30ad 0.032 0.84 1.76 27 27 23 47 247 247 206 433 Ake 79C 19cscp, 0.44 0.31 0 D 0_ 0 x., 0, ps< 0 0 F 22A-tpm 1.180 30.80 0.00 27 6 185 0 247 40 1232 0 JMR, RK s._. .. Ate/' YT'7 M- MM", REM s-, v,..,,.:; a 3azi t Y,r,, µi w^ v h yR3ru .. , u . ai.w.l «, _ M<,. w..w-z.'k. , ..,e .w,.... 6 c) AED exarson 14 56 Envelope loss/gain 457 238 3464 2623 12 a) Infiltration 99 36 657 237 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants@ 230 0 0 2 460 Appliancestother 0 0 Subtotal (lines 6 to 13) 556 273 4121 3320 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 556 273 4121 3320 15 Ductloads 12% 27% 66 73 12% 27% 490 885 Total room load 622 346 4610 4205 Air required (cfm) 0 18 0 224 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wrigf htsoft 2017-Sep-0815:13:47 ZcA Right-Suite®Uriversal 201717.023 RSU16202 Page 7 PL Temp\Lot 218 Madrona C LHG BornsBtf-4 - E.np Calc = M,18 Front Door faces: E AL - wrightsoft Right-J® Worksheet Job: Lot 218 Madrona C LHG Bonu... Entire House Date: 05/23/2017 By. LF/RI One Stop Cooling and Heating 7225 Sardscove Coat, Winter Park, FL 32792 Phone: (407) 629 - 6920 Fax: (407) 629 - 9307 Web: www.OreStopCoolirg.com License: CAG032444 1 Room name GATH BED2 2 Exposed wall 17.5 It 36.0 ft 3 Room height 93 ft heat/000l 93 ft heaUcuol 4 Room dimensions 18.0 x 11.5 ft 1.0 x 169.3 ft 5 Room area 207.0 ft2 169.3 fF Ty Construction U-value Or HTM Area 011) Load Area 012) Load number Btuh --q Btuh/W) or perimeter ft) BOuh) I or perimeter (ft) Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 W126 Osiv' « s«.«.„. 0097:n:;; 253 2:82 0 0 0,w ix 0 0. 00 VV 13A-4ocs 0.143 n 3.73 2.90 0 0 0 0 135 120 447 347 4A5-2om 0.550 n 14.35 13.41 0 0 0 0 15 0 215 201 4B5-2fm 0.540 n 14.09 13.67 0 0 0 0 0 0 0 0 11 12B Osv 0097 Y e 253 282 0 0 0 0 0 0 0 0 AL 4A5tom 0550„tee 1435„"27.44 0 0 0,,,«,..0«,-;.,, 0 13A-4ocs 0.143 e 3.73 2.90 0 0 0 0 0 0 0 0 4A5-2om 0.550 e 1435 27.44 0 0 0 0 0 0 0 0 4135-21m 0.540 a 14.09 29.62 0 0 0 0 0 0 0 0 4B5-2fm 0.540 a 14.09 29.50 0 0 0 0 0 0 0 0 D 11 DO 0.390 a 10.18 1227 0 0 0 0 0 0 0 0 0097 s " 2 13A-4ocs 0.143 s 3.73 2.90 0 0 0 0 79 79 295 229 4A5-2om 0.550 s 14.35 13.54 0 0 0 0 0 0 0 0 4B5-2fm 0.540 s 14.09 13.67 0 0 0 0 0 0 0 0 0.097 w;; 2.53 2:a2 F .: ,0 r i 0 i ,. 0 0 0 0... W 0, , 0: Vf/ L-- G 13A-4ocs 4A5-2om 0.143 0.550 w w 3.73 14,35 2.90 27.44 163 0 67 0 249 0 193 0 121 15 106 0 395 215 307 412 4A5-2omd 0580 w 1514 21.44 96 68 1453 2059 0 0 0 0 P 12C-OSW 0091 0' 0 0 0 0 r 0,0 i0 D 11 DO 0.390 n 10.18 1227 0 a . 0 0 0 0 C 166-30ad 0 032 0 84 1.76 207 207 173 364 169 169 141 298 F 19C,19 A049 049 0.31 0 0 0 0' 0 Q Q01 F 22A-Ipm 1.180 30.80 0.00 207 18 539 0 169 36 1109 0 MEF, sa , sr txtt a ,.,v.-... r.-,. n,aMu'%r s,''r r -'a4 a« na.. r< a ...-, n aiY,;., x _ ,_ wV ;.ate F, k, X r_ K'- v„ - b daa 3w.,s u, i„ - ck. un. v.,.,,..,.. •;..«w..._..aa, t.., 6 c) AED excursion 1574 17 Envelope loss/gain 2414 4190 2818 1810 12 a) Infiltration 287 104 591 213 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants@ 230 0 0 1 230 Applianoes/other 0 0 Subtotal (lines 6to 13) 1 2702 4294 3410 2253 Less e)dernal load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 8 16 4 7 14 Subtotal 2710 4310 3413 2260 15 Duct loads 12% 271/. 322 1149 129/6 27%1 406 603 Total room load 3032 5460 3819 2863 Air required (dm) 0 291 0 153 Calculations approved byACCAto meet all requirements of Manual J 8th Ed. wrigt>ttsoft` Rignt-Su2017-Sep-0815:13:47te®Uriversal201717.023 RSU16202 Page 8 PL Temp\Lot 218 Madrona C LHG BorusBth4 - E.rup Calc = W8 Frort Door faces: E r wrightsoft* Right-M Worksheet Job: Lot 218 Madrona C LHG Bonu... Entire House Date: 05/23/2017 By: LF/RI One Stop Cooling and Heating 7225 Sandscove Court, Winter Park, FL 32792 Phone: (407) 629 - 6920 Fax: (407) 629 - 9307 Web: www.OreStopGooling.com Licerse: CAC032444 1 Room name BTH2 2 Exposed wall 5.5 It 0 It 3 Room height 9.3 ft heat/000l 9.3 ft heaUmol 4 Room dimensions 1.0 x 57.0 ft 3.5 x 8.0 ft 5 Room area 57.0 ftz 28.0 ft2 Ty Construction U-value Or HTM Area (ftz) Load Area (ftz) Load number Btuhfil -°F Btuh ) or perimeter (ft) Btuh) or perimeter (ft) Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 W-1- 72B-0swv, 0097 n= 253 12 E2$2 0.0M„0" 0. p 0 13A-4ocs 0.143 n 3.73 2.90 51 47 176 137 0 0 0 0 4A5-2om 0.550 n 14.35 13.41 0 0 0 0 0 0 0 0 485-2fm 0.540 n 14.09 13.67 4 0 56 55 0 0 0 0 11 Va! >..,, 12B-Osw"=F% ... .., i. ti 0.097 e, E, 253 282 0 0 0, 0 0 0 0 0 13A-40cs 0.143 e 3.73 2.90 0 0 0 0 0 0 0 0 4A5-2om 0.550 a 14.35 27.44 0 0 0 0 0 0 0 0 4B5-2fm 0.540 a 14.09 29.62 0 0 0 0 0 0 0 0 4B5-2fm 0.540 a 14.09 29.50 0 0 0 0 0 0 0 0 11 DO 0.390 a 10.18 1227 0 0 0 0 0 0 0 0 i2B 0sw a p 0 i0 13A-4ocs 0.143 s 3.73 2.90 0 0 0 0 0 0 0 0 4A5-2om 0.550 s 14.35 13.54 0 0 0 0 0 0 0 0 4B5-2fm 0.540 s 14.09 13.67 0 0 0 0 0 0 0 0 w. i, .° 126 Qsw, I'sp097, w.. a 2.53 28 0 a t 0 0 s : 0 0 r 0 r ; •0 0: a 13A-4ocs 0.143 w 3.73 2.90 0 0 0 0 0 0 0 0 4A5-2om 0.550 w 14.35 27.44 0 0 0 0 0 0 0 0 4A5-2omd 0.580 w 15.14 21.44 0 0 0 0 0 0 0 0 lip 61 c) AED excursion 1-16 2 Envelope loss/gain 449 275 23 47 12 a) Infiltration 90 33 0 0 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants@a 230 0 0 0 0 Appliancestother 0 0 Subtotal (lines 6 to 13) 1540 308 231 47 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 8 16 23 47 14 Subtotal 548 324 0 0 Duct loads 112% 27 % 65 86 129/ 27 % 0 r Total room load 613 411 0 JoAirrequired (dm) 0 22 0 Calculations approved byACCAto meet all requirements of Manual J 8th Ed. wrightsOft` 2017-Sep-08 15:13:47 Right-Sute®Urrversa1201717.D23 RSU16202 Page 9 PL Temp\Lot 218 Madrona C LHG BOnsBth4 - E.rup Calc = M.18 Front Door faces: E 1 - wrightsoft, Right-M Worksheet Job: Lot 218 Madrona C LHG BonLL.. . Entire House Date: 05/23/2017 One Stop Cooling and Heating By: LF/RI 7225 Sandscove Court, W irter Park, FL 32792 Phone: (407) 629 - 6920 Fax: (407) 629 - 9307 Web: www.OneStopCoolirig .00m License: CAC032444 1 Room name BTH4 2 Exposed wall 0 It 15.5 ft 3 Room height 9.3 It heaVcool 9.0 it heatbool 4 Room dimensions 3.5 x 8.0 ft 9.5 x 6.0 ft 5 Room area 28.0 fF 57.0 ff2 Ty Construction U-value Or HTM Area (ft2) Load Area OF) Load number Btuh4F-O9 Btuh ) or perimeter (ft) BWh) or perimeter (ft) Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 W .: 126-0sw a,.,'i. x 0.097. n :.rs 2 53 2 82x 1.0 0 p z z 0 54 54 xa.152'. W 13A-4ocs 0.143 n 3.73 2.90 0 0 0 0 0 0 137 „ 0 0 4A5- 2om 0.550 n 14.35 13.41 0 0 0 0 0 0 0 0 t- GG 465-2fm 0.540 n_ 14.09 13.67 0 0 0 0 0 0 0 0 1 1 12B Osw f 0 0 4A5tom"...• 0. 0.550 e,. 1,935 27.44...u0 0 0 0 z ,.. 0 ti 0 0` 13A- 4ocs 0.143 a 3.73 2.90 0 0 0 0 0 0 0 0 4A5- 2om 0.550 a 14.35 27.44 0 0 0 0 0 0 0 0 4135- 2fm 0.540 a 14.09 29.62 0 0 0 0 0 0 0 0 4135- 2fm 0.540 e 14.09 29.50 0 0 0 0 0 0 0 0 D 11 DOm 0.390 e 10.18 1227 0 0 0 0 0 0 0 0 W. 128-(>9i 0.097 s: , 2.53 2.82 0 0 s0 i m 0 0 r p 0 0' 13A- 4ocs 0.143 s 3.73 2.90 0 0 0 0 0 0 0 0 4A5- 2om 0.550 s 14.35 13.54 0 0 0 0 0 0 0 0 4B5- 2fm 0.540 s 14.09 13.67 0 0 0 0 0 0 0 0 w p 0 Ys 0<. xv , 0 86 A_8fi....,... 216,. 241' Vt! T- G 13A- 40cs 4A5- 2om 0. 143 0. 550 w w 3. 73 14. 35 2. 90 27. 44 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 61 c) AED excursion 1-2 1 1 -29 Envelope loss/gain 23 47 401 464 12 a) Infiltration 0 0 246 89 b) Room ventilation 0 0 0 0 13 Internal gains: Occcupants@ 230 0 0 0 0 Appliancesrother 0 0 Subtotal ( lines 6 to 13) 23 47 647 553 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 23 47 69 67 14 Subtotal 0 0 716 620 Duct loads 12% 27 % 0 0 12% 271 85 165 f Total room load 0 0 801 786 Air required (cfm) 0 0 0 42 Calculations approved byACCAto meet all requirements of Manual J 8th Ed. ZA Ad- wrightsOft" Righl-Suite®Uriversal201717.023RSU16202 2017- Sep-08 5:1 PL TempiLot 218 Madrore C LHG BonsBth4 - E.ruq Calc = MJ8 FrontDoor faces: E 9e10 wrightsoft' Right-M Worksheet Job: 2 Madrore C LHG Bonu.. 05/23/2017EntireHouseBate: 05//2 By: LF/RI One Stop Cooling and Heating 7225 Sandsoove Cart, Wirier Park, FL 32792 Phone: (407) 629 - 6920 Fax: (407) 629 - 9307 Web: wwwOreStopCooling.com License: CAC032444 1 Room name BONUS STR2 2 Exposed wall 64.0 It 3.5 It 3 Room height 9.0 It heaU000l 9.0 It heaVcool 4 5 Room dimensions Room area 1.0 x 306.8 ft 306.8 fF 9.5 x 3.5 It 33.3 ftz Ty Construction U-value Or HTM Area (ft) Load Area Ml) Load number BtuMz°F) Btu hRt2) or perimeter (ft) BWh) or perimeter (ft) Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool W W I--G 12B° 13A-4ocs 4A5-2om 0.143 0.550 n n fl 3.73 14.35 2.90 13.41 0 0 491,. 0 0 0 0 4 0 0 P 0 0 26 0 0 80 0 0 E6 0 0 11 I 4B5-2fm 126 Osw 4A52om .-. 13A-4ocs 0.540 0 097 0.550 0.143 n e e", a 14.09 2.53 19.35 3.73 13.67 2.82 27.44 2.90 0 140 0,_, .. 15 0 0 125 s' 0 0 0 315 w215 0 0 351 w 412 0 0 0 r. w,,,,,. 0 0 0 A 0 0 0 0 0 0 0 0 4A5-2om 0.550 a 1425 27.44 0 0 0 0 0 0 0 0 4B5-2fm 0.540 a 14.09 29.62 0 0 0 0 0 0 0 0 4B5-2fm 0.540 e 14.09 29.50 0 0 0 0 0 0 0 0 D W 11 DO 128;Oswk..._, , 13A-4ocs 0.390 0097.1srr. 0.143 a s 10.18 2.53.E 3.73 1227 2;82 2.90 0 234...=234.., 0 0 0 0 j`s592 0 0 659.:a.«», 0 0 O 0 0 0 0 0 p. 0 V% 4A5-2om 4B5-2fm 12B'Osw - 0.550 0.540 0 097 s s 14.35 14.09 2 53% 13.54 13.67 282 0 0 54 0 0 fr ., .r. 5 ! 0 0 137 0 0 152 0 0 0 0 0 0 0 0 0 0 0 01 V J 13A-flocs 0.143 w 3.73 2.90 0 0 0 0 0 0 0 0 C 4A5-2om 0.550 w 14.35 27.44 0 0 0 0 0 0 0 0 1 61 0 AED excursion 1-72 8 Envelope loss/gain 2001 2537 108 139 12 a) Infiltration 1017 367 56 20 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants@ 230 0 0 0 0 Appliances/other 0 0 Subtotal (lines 6 to 13) 1 3018 2904 163 1 159 Less external load 0 0 0 0 Lesstransfer 0 0 0 0 Redistribution 94 92 163 159 14 Subtotal 3112 2996 0 0 15 Duct loads 1120% 27% 370 7991129/6 27 % 0 0 Total room load 3482 3795 0 0 Air required (dm) 0 202 0 1 0 Calculations approved byACCAto meet all requirements of Manual J 8th Ed. wrightsOft 2017-Sep-0815:13:47 Riglt-Sute®Universal 201717.023 RSU16202 Page 11 PL Temp\Lot 218 Medrona C LHG BOnsBth4 - E.nQ Calc = M,JB Frort Door faces: E wrightsoft® Duct System Summary Entire House One Stop Cooling and Heating Job: Lot 218 Madrona C LHG B... Date: 05/23/2017 By: LF/RI WRIER, R >> t Project lnformat on For: Park Square Homes 3789 Night Heron Dr., Sanford, FL External static pressure Pressure losses Available static pressure Supply/ return available pressure Lowest friction rate Actual airflow Total effective length (TEL) Heating 0.50 in H2O 0.16 in H2O 0.34 in H2O 0.170 / 0.170 in H2O 0.191 in/100ft 0 cfm 178 ft Cooling aw in H2O 0.16 in H2O 0.34 in H2O 0.170 / 0.170 in H2O 0.191 i n/100ft 1567 cfm Name Design Btuh) Htg cfm) Clg cfm) Design FIR Diam in) H x W in) Duct Mat Actual Ln (ft) Ftg.Egv Ln (ft) Trunk BED2 c 2863 0 153 0.204 7.0 Ox 0 VIFx 41.7 125.0 st4 BEDS c 1424 0 76 0.291 6.0 Ox 0 VIFx 16.7 100.0 st1 BED4 c 3301 0 176 0.212 0 Ox 0 MFx 35.3 125.0 st3 BONUS c 3795 0 202 0.196 8.0 Ox 0 MFx 38.7 135.0 st5 BTH2 c 411 0 22 0.214 4.0 Ox 0 MFx 39.2 120.0 s14 BTH3 c 393 0 21 0.213 4.0 Ox 0 MFx 34.4 125.0 st3 BTHa c 786 0 42 0.203 4.0 Ox 0 MFx 37.7 130.0 st5 DIN c 491 0 26 0.296 6.0 Ox 0 MFx 15.0 100.0 st1 GATH c 2730 0 146 0.218 7.0 Ox 0 MFx 31.0 125.0 st4 GATH-A c 2730 0 146 0.225 7.0 Ox 0 VIFx 30.9 120.0 st4 KIT c 2312 0 123 0.280 6.0 Ox 0 VIFx 21.3 100.0 st1 LDRY c 2141 0 114 0.208 6.0 Ox 0 VIFx 33.5 130.0 st3 MBED c 4205 0 224 0.210 8.0 Ox 0 VIFx 41.7 120.0 st4 MBTH c 560 0 30 0.196 4.0 Ox 0 VIFx 43.1 130.0 st4 MTOI c 346 0 18 0.191 4.0 Ox 0 VIFx 48.2 130.0 st4 MwIC c 906 0 48 0.240 4.0 Ox 0 MFx 36.9 105.0 st1 Bold4talic values have been manually overridden wri f1tSQft' 2017-Sep-0815:13:49 9 Right-S it SUriversal 20l7 l7.023 RSU16202 Page 1 PL Temptot218 Madrona C LHG BorxsBfh4 - E.np Calc = W8 Front Door faces: E Name Trunk Type Htg cfm) Cig cfm) Design FIR Veloc fpm) Diam in) H x W in) Duct Material Trunk st3 PeakAVF 0 311 0.208 704 9.0 0 x 0 VinIFIX st1 st4 PeakAVF 0 738 0.191 690 14.0 0 x 0 VinIFIX st1 sti PeakAVF 0 1323 0.191 749 18.0 0 x 0 VnIFIX st5 PeakAVF 0 244 0.196 700 0 0 x 0 VnIFIX st2 st2 PeakAVF 0 244 0.196 553 9.0 0 x 0 VInIFIX Name Grille Size (in) Htg cfm) Clg cfm) TEL ft) Design FR Veloc fpm) Diam in) H x W in) Stud/Joist Opening (in) Duct Matl Trunk rb1 Ox 0 0 1567 0 0 0 0 Ox 0 VIFx Bo/dItalic values have been manually overridden ht5Oft, 2017-Sep-08 15:age 2Wrl9RigFl-Sute®Uriversal 2017 17.023 RSU16202 Page 2 PL Templot218 Madrona C LHG BonsBVA - E.rnp Calc= W8 Frort Door faces: E Static Pressure and Friction Rate Job: Lot 218 Madrona C LHG B... Wrl htsoft Date: 05/23/2017 Entire House By: LF/RI One Stop Cooling and Heating 7225 Sardscove Cart, W irter Park, FL 32792 Phone: (407) 629 - 6920 Fax: (407) 629 - 9307 Web: wwwOreStopCoolirg.com License: CAC032444 For: Park Square Homes 3789 Night Heron Dr., Sanford, FL Heating Cooling in H2O) in H2O) External static pressure 0.50 0.50 Pressure losses Coil 0 0 Heatexchanger 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 o Supply Return ft) ft) Measured length of run -out 23 0 Measured length of trunk 26 0 Equivalent length of fittings 130 0 Total length 178 0 Total effective length 178 01 Heating Cooling in/100ft) in/100ft) Supply Ducts 0.191 > 0.18 0.191 > 0.18 Return Ducts 0.191 > 0.18 0.191 > 0.18 Supply 4X--35,11 A=20,11 G=5,11 G--5,11 A=20, 11 Gam, 1 A=35, 11 Gam: Total EL=130 Return TotalEL-0 Wri htsoft, 2017-Sep-0815:13.49 14, Rigtt-Sute®Unversal201717.023 RSU16202 Page 1 ACICK ... PL Templot 218 Madrona C LHG Bor sBth4 - E.rLp Calc = W8 Front Door faces: E FORM R405-2014 TABLE 402.4.1.1 AIR BARRIER AND INSULATION INSPECTION COMPONENT CRITERIA Project Name: Lot 218 Madrona C LHG BonusBth4 - E Builder Name: One Stop Cooling and Heating Street: 3789 Night Heron Dr. Permit Office: Seminole City, State, Zip: Sanford , FL , Permit Number: Owner: Park Square Homes Jurisdiction: JF/S" 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 9/8/2017 3:46 PM EnergyGauge@ USA - FlaRes2014 Section R405.4.1 Compliant Software Page 1 of 1 a cull a. 4" ' BTH2I i AF j i}. EF1 VTR GFI 14' 7 p X8 EF1 VTR d ' 12jw MTOI•, IF ......................... AF 8X4 146 cfm FIELo FL ooOCATEo OUTLET 10X6 sa 18 cfm 10X8 10 x 10 4' 26 cfm A lux GFI 7 AF DIN 6„ FBB1 cim BEDS j OPT) P- WIRE -I CLG. FAR4ITE v.r. i 6 ,. MBTH EF1 VTR 1 oX6 123 cfm 8X4 18„ 48 cfm --- w...._.. _ 6 nF .. ...._ I iFl 47 4.` I se _..... SupR4 t y" Ah TH3- 4 A2 7c EF1 VTR uGFI 8X4 d2 da" Al F .... F•i 21 cfm I 42 _..) .. ... ATE TfAF : WP GFIi MWIC GFt STR1 rrs i ;; ;.. mM I Ji l S R61 CFI 10X6 AF O00j 114 cim 176 cfm AF I n. a, OPT)PRE-MR OX10 1 I'GFI FOY• . . AF .. CLG FAW' LRE DV VTR f moOT....... P LDRYa IN AF GFT GARAGE" EF1 50 CFW an j - EF2 - 80 Fan EF,3 = 110 C-FM Fan 1 EFL1 = 50 CFM Fan EFL2 = 80 CFM Fan t EFL3 = 110 CFM Fan VTR = Vent to Fbof 1 VTW = Vent to Wall DV = Dryer Vent RV = Range Vent Lineset Chase Condensate Thermostat 18/ 8 SRB = Small Reduction Box LRB = Large Reduction Box FBB = Feld Built Box Job #: Lot 218 Madrona C LHG BonusBth4 - E Performed by LF/ RI for: Park Square Homes 3789 Night Heron Dr. Sanford, FL One Stop Cooling and Heating 7225 Sandscove Court Winter Park, FL 32792 Phone: (407) 629 - 6920 Fax: (407) 629 - 9307 www.OneStopCooling.com Scale: 1 : 109 Page 1 Right - Suite@ Universal 2017 17.0.23 RSU16202 2017-Sep-0815: 16:24 Madrona C LHG BonusBth4 - E.rup r 0 Sup Riser 8„ 8X4 42 ch xV EF1 VTR F BTH4 Job #: Lot 218 Madrona C LHG BonusBth4 - E Scale: 1 : 109 Performed by LF/RI for: One Stop Cooling and Heating Page 2 Park Square Homes 7225 Sandscove Court Right -Suite@ Universal 2017 3789 Night Heron Dr. 17.0.23 RSU16202WinterParkFL32792 Sanford, FL 2017-Sep-0815:16:25Phone: (407) 629 - 6920 Fax: (407) 629 - 9307 .,. Madrona C LHG BonusBth4 - E.rup www.OneStopCooling.com RECORD COPY 3"1 79 Dr m m d'y /r, DESCRIPTION AS FURNISHED: Lot 218, WYNDHAM PRESERVE, as recorded in Plot Book 81, Pages J.=S through 102 of the Public Records of Seminole County, Florida, Col PLOT PLAN FOR/CERTIFIED TO: Park Square Enterprises, LLC (a Delaware Corporation); 3P 17- 2992 Winderweedle, Haines, Ward & Woodman, PA; Attorneys' Title n A Insurance Fund; Bank of America 66- —& DMIT L-A UBJLI_-. Okto construct single family horr with setbacks and impervious are shown on plan. 3(,. O "% ;nnp 20R ( pia drovta G, 6-L. I LOT 217 N SET13ACKS AS FURNISHED FRONT = 25'(•) REAR = 20' SIDE = 5' (40' LOT) 7.5' (60' LOT) 75' LOT) NIG I_TSIDESTREET = 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 = FINSHEO SPOT GRADE ELEVATIONS PER DRAINAGE PLANS G PROPOSED DRAINAGE FLOW \CoyFOLOTGRADINGTYPEAFiOQ PROPOSED F.F. PER PLANS = 27.7' QQ LOT 181 R 1= (r)D n rnm 7 v52.56' u HERON DRI 50' PRIVATE ROAD) R=25.00' t ti L=39.29' C=35.37' CB=N 45°.18'03" TF PLOT PLAN ONLY PLOT PLAN AREA CALCULATIONS NOT A SURVEY TOTAL LOT AREA 8,783 t SQUARE FEET FLATWORK ON/OFF LOT = TOTAL t SQUARE FEET FLATWORK DRIVE 4031 110= 513 t SQUARE FEET FOUNDATION/PAD 2,484 jc SQUARE FEE( WALKS 671 1,065 1, 133 1 SQUARE FEET REAR PATIO 136 1 SQUARE FEET S00 5,6161 1,082= 6,698 1 SQUARE FEET FRONT PORCH DECK POOL DECK 64 1 SQUARE.: FEET N/A 1 SQUARE: FEET NOTE: FRONT SIDEWALK AND STREET LOCATION TAKEN FROM PLANS PROVIDED BY CLIENT ' NOT FIELD VERIFIED ' i G.R IT,S' ; jVIVEY.E'.I-c—SC'OTT & ASSOC'., INC. — _LANI' ,S'UR llI'_r01 1, 5' LEGEND-- LEGEND - P- PLAT P.O.L. POINT ON LINE FIELD TYP. TYPICAL I.P. D:ON PIPE PR.C, RONT OF REVERSE CURVATURE I.R. d IRON ROD P.C.L. POINT OF COMPOUND CURVATURE C.N. CONCRETE MONUMENT RAD. RADIAL SET l.R. 1/2' I.R. •/BLB 459E N.R. NON -RADIAL REC. RECOVERED V.P. VITNESS POINT P.O.B. POINT OF BEGINNING CALL. CALCULATED P.O.C. POINT OP COMMENCEMENT PRA PERMANENT REFERENCE MONUMENT LLINE F.F. FINISHED FLDOR ELEVATION NLD NAIL t DISK B.S.L. BUILDING SETBACK LINE R/ V RIGHT-OF-VAY D.4 DENCHMARK ESMT. EASEMENT B.B. BASE BEARING DRAIN. DRAINAGE U, IL. UTILITY CL. FC. CHAIN LINK. FENCE VD. FC. VOOD FENCE CID PCONCRETE BLOCK POINT OF CURVATURE P. T. POINT OF TANGENCY DESC. DESCRIPTION L ARCIUS LENGTHD DELTA CHORDC. R. CHORD BEARING NORTH 5400 E. COLONIAL DR. ORLANDO, FL. 32807 (407)-277-3232 FAX (407)-658--1436 NOTES: 1. THE UNDERSIGNED DOES HEREBY CERTIFY THAT THIS SURVEY MEETS THE STANDARDS OF PRACTICE SET FORTH BY THE FLORIDA BOARD OF PROFESSIONAL SURVEYORS AND MAPPERS IN CHAPIEN S/-17 FLORIDA ADMINISTRATIVE CODE PURSUANT TO SECTION 472.027, FLORIDA STATUE:i 2. UNLESS EMBOSSED WITH SURVEYOR'S SIGNATURE AND ORIGINAL RAISED SEAL, THIS SURVEY MAP OR COPIES ARE NOT VALID. J. THIS SURVEY WAS PREPARED FROM TITLE INFORMATION FURNISHED. TO THE SURVEYOR. THERE MAY BE OTHER RESTRICTIONS OR EASEMENTS THAT AFFECT THIS PROPERTY. 4. NO UNDERGROUND IMPROVEMENTS HAVE BEEN LOCATED UNLESS OTHERWISE SHOWN. 5. THIS SURVEY IS PREPARED FOR THE SOLE BENEFIT OF THOSE CERTIFIED TO AND SHOULD NOT BE RELIED UPON BY ANY OTHER ENTITY. 6. DIMENSIONS SHOWN FOR THE LOCA77ON OF IMPROVEMENTS HEREON SHOULD NOT BE USED TO RECONSTRUCT BOUNDARY LINES. 7. BEARINGS, ME BASED ASSUMED CAPJM AND ON THE LINE SHOWN AS RASE BEARING (B.B.) S. ELEVATIONS, IF SHOWN,. ARE BASED ON NATIONAL GEODETIC VERTICAL DATUM OF I929, UNLESS OTHERWISE NOTED. 9. CERTIFICATE OF AUMORIb4117N N.. 4596. SCALE I-- i' 20' - I DRAWN BY. •' CERTIFIED BY. DATE PLOT PLAN 09-29-2017 ORDER No. 4274- 17 THIS BUILDING\PROPERTY DOES NOT LIE WITHIN THE ESTABLISHED 100 YEAR FLOOD PLANE AS PER 'FIRM' ZONE X. MAP If' 12117CO090 F (09-28-07) X. CRUSE EVER, R1.S. j 4714 S W. SCOWT, R.L.S If 4801 J Filename: PARK SQ MADRONA.rrr Lighting and Small Appliance/Laundry Circuits Floor Area SmAppNo LaundNo Line Neutral 2798 2 1 Lighting Summary Standard 6,463 6,463 Optional 12,894 6,463 Ranges & Ovens # 7_ 2 9 3 3RangeNo. No? Nameplate Line Neutral 1 1 8000 J, QING 3 0 0 TFD Zange/ Oven Summary Standard 6,400 4,480 .5 12- 11 Optional 8,000 4,480 pcPAR A'?- Dryers Dryer No. No? Nameplate Line Neutral 1 1 5000 0 3'. 0 Dryer Summary Standard 5,000 3,500 Optional 5,000 3,500 Ieating and Cooling: Actual Number = 1 Jame M? Ph No Amps Volts VA HP Line Neutral 1 M 1 1 22.0 240 5,280 0 l M 1 1 2.0 240 480 0 i' M 1 1 5.0 240 1,200 0 1 1 1 22 240 1 5,280 0 mat/ Cool Summary Standard 12,240 0 Optional 12,240 0 7- ixed Appliances: Actual Number = 6 Name M? Ph No Amps Volts VA HP Line Neutral ISP 1 1 120 600 600 600 f)ISH 1 1 120 1200 1,200 1,200 MICRO1112012001,200 1,200 VATER HEATER 1 1 18.5 240 4,440 0 OPT POOL. 1 1 10 240 2,400 0 APT POOL HEAT 1 1 31 240 7,440 0 Fixed Appliance Summary Standard 12,960 2,250 Jther Appliances: Actual Number = 0 Optional 17,280 2,250 f..\ Tame M? Ph No Amps Volts VA HP Line Neutral 6ther Appliance Summary Standard 0 0 Optional 0 s 0 50 of Max Motor: pdine is Std Only; Neutral for Both Maximum Phase Amps Volts i 4/ J. 1 22 240 Heat/Cool Phase Amps Volts 1 22 240 Fixed Appl. Phase Amps Volts P 0 Other Appl. Phase Amps Volts 0 Max Motor Summary Standard Only 1,320 0 SUMMARY Standard Line Neutral Total Total 44,383 16,693 Maximum Amperage = 185 70 Service Voltage = 240 Service Phase = 1 Optional Line Neutral Total Total = 35,510 16,693 Maximum Amperage = 148 70 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. RECORD COPY RE: P2091AC-BRT - Park Sq Hm/Madrona A C 2091 Bonus MiTek USA, Inc. Site Information: 6904 Parke East Blvd. Customer Info: PARK SQUARE HMS Project Name: P2091AC-BRT Model: MAD P' F20 31Aor 7 BONUS Lot/Block: 218 Subdivision: WYNDHAM PRESERVE Address: 3789 NIGHT HERON DR. City: SANFORD State: FLORIDA Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2014/TP12007 Design Program: MiTek 20/20 7.6 Wind Code: ASCE 7-10 Wind Speed: 140 mph Roof Load: 40.0 psf Floor Load: 55.0 psf This package includes 64 individual, Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 611315-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# I Truss Name I Date No. I Seal# Truss Name Date 11 IT11971321 JA1 9/1/17 112 1 T11971332 1 A7T 9/1/17 12 1T11971322IA2 I9/1/17 113 1T119713331A8T I9/1/17 13 1T11971323 JA3 I9/1/17 114 1T11971334 IA9T I9/1/17 14 1 T1 1971324 1 A3G I9/1/17 115 1T119713351Al0 I9/1/17 15 I T11971325 I A4 9/1/17 116 1 T11971336 I Al 1 9/1/17 16 I T11971326 I A4A 9/1/17 117 1 T11971337 I Al 2 9/1/17 17 1T11971327 JA5 I9/1/17 118 1T11971338 IB1 I9/1/17 18 1T119713281A5A I9/1/17 119 1T119713391B2 I9/1/17 19 1T119713291A6A I9/1/17 120 1T119713401B3 I9/1/17 110 I T11971330 I A6T 9/1/17 121 I T11971341 I B4 9/1/17 ill I T11971331 I A7A 19/1 17 122 I T11971342 I B4A 9/1 /17 This item has been electronically signe by Albani, Thomas, PE using a Digital Signature. Printed copies of this document are n (:Qb sider d ' ned and sealed and the signature must be verified on any electronic copies SANFOP 1 7 - 2 9 3 3 Q, AR 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: Albani, Thomas My license renewal date for the state of Florida is February 28, 2019. IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSI/TPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek. Any project specific information included is for MiTek's customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2. 0:. STATE OF 3 MiTek USA, Inc. FL Gert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 1,2017 Albani, Thomas 1 of 2 i RE: P2091AC-BRT - Park Sq Hm/Madrona A C 2091 Bonus Site Information: Customer Info: PARK SQUARE HMS Project Name: P2091AC-BRT Model: MADRONA - 2091A or C / BONUS Lot/Block: 218 Subdivision: WYNDHAM PRESERVE Address: 3789 NIGHT HERON DR. City: SANFORD State: FLORIDA No. Seal# ITruss Name I Date 123 IT11971343 I B4B I9/1/17 124 1T11971344 I B4C 19/1/17 125 1T11971345 I B5 19/1/17 126 1T11971346 I B6 19/1/17 127 1T11971347 I B7 19/1/17 128 1T11971348 I B8 9/1/17 129 1T11971349 1B9 9/1/17 I 130 1T11971350 I CJ1 9/1/17 31 jT11971351 I CJ1C 9/1/17 132 jT11971352 I CJ3 9/1/17 133 1T11971353 I CJ3S 9/1/17 134 1T11971354 I CJ3T 9/1/17 135 1T11971355 I CJ5 9/1/17 136 1T11971356 I CJST 9/1/17 I 137 1T11971357 I F1 I9/1/17 I 138 1T11971358 I F1G 9/1/17 139 1T11971359 I F2 9/1/17 I 140 1T11971360 I F3 I9/1/17 11 1T11971361 I F4 19/1/17 142 1T11971362 I F5 19/1/17 143 1T11971363 I J3 19/1/17 144 1T11971364 I J3C 9/1/17 145 1T11971365 I J4 9/1/17 146 1T11971366 I J5 9/1/17 147 1T11971367 I J7 9/1/17 148 1T11971368 I J7T 9/1/17 149 1T11971369 I KJ3 9/1/17 I50 1T11971370 I KJ4 9/1/17 151 IT11971371 I KJ5 9/1/17 152 1T11971372 I KJ7 9/1/17 153 1T11971373 I KJ7T 9/1/17 154 1T11971374 I M1 9/1/17 155 1T11971375 I MG1 9/1/17 156 1T11971376 I PB1 9/1/17 157 1T11971377 I T1 19/1/17 158 1T11971378 I T2 19/1/17 159 1T11971379 I T3 9/1/17 160 1T11971380 I T4 19/1/17 161 1T11971381 I T5 19/1/17 I 162 1T11971382 I V1 19/1/17 I 163 1T11971383 I V2 9/1/17 164 1T11971384 I V3 19/1/17 2 of 2 Job Truss Truss Type Qty Ply Park Sq Hm/Madrona A_C 2091 Bonus T11971321 P2091AC-BRT At HIP 5 1 neotinl rvuu riunue wnm aau . nuy ,v g4 r;N v ay ID:WjDyiuZDwxyg 0rll2nt13zgvcy-2A41m7;RyZb2dbhFjd4wKh_AAXZHvymGnyd?yiODR 7- 2-5 131 10.3 20.6-0 24-6-0 31-1-13 37-9-11 45-0-0 4 0. 0. 7-2-5 6-7-13 6-7-13 4-0-06-7-13 6-7-13 7-2-5 1-0. Scale = 1:79.8 M d 5x7 = 5x5 = 6. 00 12 6 27 28 7 18 31 17 32 16 33 15 34 14 35 13 3x4 = 5x6 WB = 3x4 — 3x8 = 5x6 VJB = 3x4 = 4x5 = 4x5 = 10- 6-4 10-1-8 3-8-8 10-1-8 10-6-4 Plate Offsets (X.Y)-- 12:0-1-4.Edoel. f6:0-5-4.0-2-81, f7:0-2-8.0-2-41, f11:0-1-4.Edoel LOADING ( psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.66 Vert(LL) -0.44 16-18 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.87 Vert(TL) -1.01 16-18 >535 180 BCLL 0.0 Rep Stress Incr YES WB 0.42 Horz(TL) 0.20 11 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.1 BOT CHORD WEBS 2x4 SP No.3 WEBS OTHERS 2x4 SP No.3 REACTIONS. ( lb/size) 2=1860/0-8-0, 11=1860/0-8-0 Max Horz 2=206(LC 11) Max Uplrft2=-336(LC 12), 11=-336(LC 12) FORCES. ( lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-25=-3386/963, 3-25=-3308/985, 3-4=-3137/932, 4-5=-3021/947, 5-26=-2276/788, 6- 26=-2192/800, 6-27=-1967/768, 27-28=-1967/768, 7-28=-1967/768, 7-29=-2189/800, 8- 29=-2273/789, 8-9=-3016/947, 9-10=-3132/932, 10-30=3305/985, 11-30=-3381/963 BOT CHORD 2-18=-767/3098, 18-31=-575/2598, 17-31=-575/2598, 17-32=-575/2598, 16-32=-575/2598, 16- 33=-362/2050, 15-33=-362/2050, 15-34=-592/2453, 14-34=-592/2453, 14- 35=-592/2453, 13-35=-592/2453, 11-13=-779/2940 WEBS 6-16=-190/805, 7-15=-206/751, 3-18=-361/215, 5-18=99/605, 5-16=-801/321, 8- 15=-799/320, 8-13=-99/605, 10-13=-361/215 Weight: 257 lb FT = 20% Structural wood sheathing directly applied or 2-2-0 oc purlins. Rigid ceiling directly applied or 7-1-5 oc bracing. 1 Row at midpt 5-16, 6-15, 8-15 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10, Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. 11; 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 20-6-0, Exterior(2) 20-6-0 to 27- 6-0, Interior(1) 27-6-0 to 46-0-0 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, with BCDL = 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 336 lb uplift at joint 2 and 336 lb uplift at joint 11. 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 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111-7473 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 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 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 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 HmlMadrona AC 2091 Bonus T11971322 P2091AC-BRT A2 HIP 2 1 re ce o i nonua umuei, aanow, r. ruy io aepvi is reye ID: uaPkHg4maCd145r8aPYCpGzhx 1 L-wRKhw7p??fS?4gxNw4oZFm V N FoX3V21Ygu19m myiODN 1-0. 7-45 14-2-3 21-0-0 24-0-0 30-9-13 37-7-11 45-0.0 4 0. 0- 7-4-5 6-9-13 &9-13 3-0-0 6-9-13 6-9-13 7-4-5 Scale = 1:79.8 5x7 = 5x5 = 5 6 16 15 27 28 14 13 29 12 w 11 3x6 1.5x4 I 6x6 = 3x4 = 3x8 = 6x6 = 1.5x4 3x6 7-4-5 6-9-13 6-9-13 3-0-0 6-0-13 6-0-13 7-4-5 Plate Offsets (X Y)-- 12:0-2-9 0-1-81 f3:0-2-8 0-3-41 r5:0-5-4 0-2-81 f6:0-2-8 0-2-41 f8:0-2-8 0-3-41 r9:0-2-9 0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.70 Vert(LL) -0.25 14-15 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.84 Vert(TL) -0.66 14-15 >822 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.63 Horz(TL) 0.24 9 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix-M) Weight: 273 Ito FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-9-6 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 4-14, 5-13, 7-13 REACTIONS. (lb/size) 2=1860/0-8-0, 9=1860/0-8-0 Max Horz 2=211(LC 11) Max Uplift2=-336(LC 12), 9=-336(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-23=-3355/948, 3-23=-3257/971, 3-4=-2822/901, 4-24=-2198/789, 5-24=2094/805, 5-6=1883/776, 6-25=-2097/806, 7-25=-2200/790, 7-8=-2821/901, 8-26=-3258/971, 9-26=-3356/948 BOT CHORD 2-16=-752/2938, 15-16=-753/2936, 15-27=-579/2476, 27-28=-579/2476, 14-28=-579/2476, 13-14=-353/1882, 13-29=-588/2436, 29-30=-588/2436, 12-30=-588/2436, 11-12=-762/2912, 9-1 1=-761/2914 WEBS 3-15=-544/208, 4-15=-62/491, 4-14=865/328, 5-14=-204/727, 6-13=-229/696, 7-13=-861/326, 7-12=-61/489, 8-12=546/209 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=6ft; Cat. 11; 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 21-0-0, Exterior(2) 21-0-0 to 24-0-0, Interior(1) 28-2-15 to 46-0-0 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, with BCDL = 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 336 Ito uplift at joint 2 and 336 lb uplift at joint 9. 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 WARNING - Verify 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 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 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 ANSIR'P11 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 HnvMadrona A_C 2091 Bonus T71971323 P2091AC-BRT A3 HIP 1 1 b R f rence o tional mio-nonca umuer, aan—, rL. .s -11 — -1 - . .. -r ae„ I D: uaPkHg4maCdl45r8aPYCpGzhxl L-Oet37Tgdmzarhp WZUoJonzl TMBuDEaghvYQJCyi0DM 1-0- 6-8-5 12-1113 19-0-0 26-0-0 32-1-13 38-3-11 450-0 4 0- 6-1-13 6-1-13 7-0-0 6-1-13 61-13 Scale = 1,80.1 dI1 d 6.00 12 5x5 = 5x8 = 6 27 28 7 10 61 1t 3z 16 so 15 . w ao a 3x4 = 5x6 WB = 3x8 = 3x4 —_ 5x6 WB = 3x4 = 4x5 = 4x5 = 9-9-4 19-0-0 26-0-0 352-12 45-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d TCLL 20.0 Plate Grip DOL 1.25 TC 1.00 Vert(LL) -0.36 16-18 >999 240 TCDL 10.0 Lumber DOL 1.25 BC 0.78 Vert(TL) -0.84 13-15 >645 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.32 Horz(TL) 0.20 11 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.1 BOT CHORD WEBS 2x4 SP No.3 WEBS OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=1860/0-8-0, 11=186010-8-0 Max Horz 2=-192( LC 10) Max Uplift2=-336(LC 12), 11=-336(LC 12) Max Grav2=1860(LC 1), 11=1865(LC 18) FORCES. (Ib) -Max. Comp./ Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-25=- 3413/1008, 3-25=-3341/1028, 3-4=-3185/974, 4-5=-3119/995, 5-26=-2399/839, 6-26=-2325/860, 6-27=-2098/830, 27-28=-2098/830, 7-28=-2098/830, 7-29=-2342/860, 8-29=-2416/839, 8-9=-3135/995, 9-10=-3201/974, 10-30=-3357/1028, 11-30=-3429/1008 BOT CHORD 2-18=- 821/3117, 18-31=-653/2665, 17-31=-653/2665, 17-32=-653/2665, 16-32=-653/2665, 16-33=-451/2136, 15-33=-451/2136,15-34=-662/2538,14-34=-662/2538, 14-35=-662/2538, 13-35=-662/2538, 11-13=-830/2987 WEBS 3-18=-332/ 199, 5-18=-91/541, 5-16=720/306, 6-16=-179/728, 7-15=-174/805, 8-15=-720/306, 8-13=-91/540, 10-13=-332/199 PLATES GRIP MT20 244/ 190 Weight: 250 lb FT = 20% Structural wood sheathing directly applied. Rigid ceiling directly applied or 6-10-13 oc bracing. 1 Row at midpt 5-16, 7-16, 8-15 td112 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=6ft; Cat. 11; 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 19-0-0, Exterior(2) 19-0-0 to 30-2-15, Interior( 1) 30-2-15 to 46-0-0 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 fora live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Provide mechanical connection ( by others) of truss to bearing plate capable of withstanding 336 lb uplift at joint 2 and 336 lb uplift at joint 11. 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 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design: Bracing indicated is to prevent buckling of individual truss web and/or chord members only. AddHional 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 oftrusses 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 oty Ply Park Sq Hm/Madrona A_C 2091 Bonus T11971324 P2091AC-BRT A3G HIP 1 L ob Reference o tional wow-riunua wniu oan ra. r.Z s v,ug io zui r mi t eK mausines, inc. rn sep ui iz:su:ss zui r rage i ID:uaPkHg4maCdl45r8aPYCpGzhxlL-KO?pY9rulagZx7gycDLGsO7gn?WciKv_NszgN5yiODK 1-0- 5-1-14 9-9-4 14-4-10 19-0-0 2210 26-0-0 30-7-6 352-12 39-10-2 450-0 4 0. 0. 5-1-14 4-7-6 4-7-6 4-7-6 3-SO 3b0 4-7-6 4-7-6 4-7-6 5-1-14 Scale = 1:85.5 5x7 = 6 1.5x4 5x7 = 7 8 22 21 20 Z/ 19 18 17 Z6 29 30 16 -1 32 33 15 34 3b 36 14 37 5x8 MT18HS ! 5x8 MT18HS 3x10 16x6 — 7x8 MT20HS — 5x7 — 4x8 = 5x7 = 7x8 MT20HS — 6x6 — 3x10 I 5-1-14 9-9-4 14-4-10 19-0.0 22-6-0 250-0 347-6 352-12 3;Y10-2 450-0 5-1-14 4-7-6 4-7-6 4-7-6 3-6-0 3-6-0 4-7-6 4-7-6 4-7-6 5-1-14 Plate Offsets (X,Y)— [2:0-3-7,G-3-0], [3:0-2-4,0-3-4], [6:0-5-4,0-2-8], 8:G-5-4,0-2-8], [11:0-2-4,0-3-4], 12:0-3-7,0-3-0], [15:0-3-0,0-4-4], [16:0-4-0,0-4-8], [20:0-4-0,0-4-8], [21:0-3-0 0-4-4) LOADING (psfl SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.94 Vert(LL) 0.34 16-17 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.97 Vert(TL) 0.86 16-17 >630 180 MT20HS 187/143 BCLL 0.0 Rep Stress Incr NO WB 0.92 Horz(TL) 0.22 12 n/a n/a MT18HS 244/190 BCDL 10.0 Code FBC201417PI2007 Matrix-M) Weight: 698 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 `Except` TOP CHORD Structural wood sheathing directly applied or 2-2-14 oc purlins. 6-8: 2x4 SP No.3, 1-3,11-13: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 2x6 SP DSS `Except` WEBS 1 Row at midpt 9-17 16-20: 2x6 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=3199/0-8-0, 12=604110-8-0 Max Horz 2=- 192(LC 6) Max Uplift2=-478( LC 8), 12=-857(LC 8) Max Grav 2= 3451(LC 2), 12=7510(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2- 3=7293/936, 3-4=-6952/903, 4-5=6586/868, 5-6=-6170/831, 6-7=-6168/829, 7-8=-6168/ 829, 8-9=-7562/941, 9-10=-10306/1242, 10-11=-13181/1556, 11-12=-16159/ 1790 BOT CHORD 2- 22=-768/6493, 21-22=-769/6490, 20-21=-674/6175, 20-27=-579/5835, 19-27=-579/5835, 18-19=-480/ 5472, 17-18=-584/6781, 17-28=-904/9079, 28-29=-904/9079, 29-30=-904/ 9079, 30-31=-904/9079, 16-31=-904/9079, 16-32=-1259111760, 32-33=-1259/ 11760, 15-33=-1259/11760, 15-34=-1526/14345, 34-35=-1526/14345, 35-36=-1526/ 14345,14-36=-1526/14345,14-37=-1532/14425,12-37=-1532/14425 WEBS 3-21=- 428/109, 4-21=-29/350, 4-20=-557/138, 5-20=-70/543, 5-19=-754/183, 6-19=-124/ 719, 6-18=-182/2137, 8-18=-1898/118, 8-17=-455/4829, 9-17=-4279/590, 9-16=-527/ 4539,10-16=-3815/508,10-15=-425/3851,11-15=-2974/314,11-14=-345/2579 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) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf, BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=6ft, Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 Printed copies of this document are oing. p 5) Provideadequatedrainagetopreventwaterpond6) All plates are MT20 plates unless otherwise indicated. not considered signed and sealed and the signature must be verified on any electronic copies Continued on RaRe 2 EMMEMMMMMIMMEMM WARNING - Verify design parameters 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 verify the applicability of design parameters and property incorporate this design into the overall buildin design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 9 9 9P9YPrYi9isalwaysrequired for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the Is fabricalion, 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 Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq Hm/Madrona A_C 2091 Bonus T11971324 P2091AC-BRT A3G HIP 1 2 f ence O tlOnal Mid -Florida Lumber, Barlow, FL. 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri Sep 01 12:30:33 2017 Page 2 ID: uaPkHg4maCdl45r8aPYCpGzhx1 L-KO?pY9rulagZx7gycDLGs07gn?WciKv_NszgN5yiODK NOTES- 7) Concentrated loads from layout are not present in Load Case(s): #3 Dead + Uninhabitable Attic Without Storage, #4 Dead + 0.6 MWFRS Wind (Pos. Internal) Left; #5 Dead + 0.6 MWFRS Wind (Pos. Internal) Right; #6 Dead + 0.6 MWFRS Wind (Neg. Internal) Left; #7 Dead + 0.6 MWFRS Wind (Neg. Internal) Right; #8 Dead + 0.6 MWFRS Wind Pos. Internal) 1st Parallel; #9 Dead +0.6 MWFRS Wind (Pos. Internal) 2nd Parallel; #10 Dead +0.6 MWFRS Wind (Neg. Internal) 1st Parallel; #11 Dead +0.6 MWFRS Wind Neg. Internal) 2nd Parallel; #16 Dead + 0.75 Roof Live (bal.) + 0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) Left); #17 Dead + 0.75 Roof Live (bal.) +0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) Right); #18 Dead + 0.75 Roof Live (bal.) + 0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) 1st Parallel); #19 Dead + 0.75 Roof Live (bal.) + 0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel). 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, with BCDL = 10.Opsf. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 478 lb uplift at joint 2 and 857 lb uplift at joint 12. 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) 1188 lb down at 26-2-0, 296 lb down at 28-2-4, 296 lb down at 30-2-4, 296 lb down at 32-2-4, 296 lb down at 34-2-4, 296 lb down at 36-2-4, 498 lb down at 37-1-12, and 498 lb down at 38-10-4, and 1298 lb down and 1287 lb up at 40-9-12 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=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-6=60, 6-8=-60, 8-13=60, 2-30=-20, 30-37=-370(F=-350), 12-37=-20 Concentrated Loads (Ib) Vert: 28=813(B)29=-66(B)31=-66(B)32=-66(B)33=-66(B)34=-66(B)35=-121(B)36=-121(B)37=-167(B) WARNING - verify design parameters 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 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 bracingisalwaysrequiredforstabilityandtopreventcollapsewithpossiblepersonalinjuryandpropertydamage. For general guidance regarding the - - - 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 Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Dty Ply Park Sq Hm/Madrona AC 2091 Bonus T11971325 P2091AC-BRT A4 HIP 1 1 o eference o ti nal r.uy io aepvi i raye i ID: uaPkHg4maCdl45r8aPY4G,zhxl L-pDZCmVsz.,y8YH F89wtV Pcf6RPtCRpC7bWj NvXyiODJ 1-0. 6-0.5 11-6-3 17-0-0 22-6-0 28-0.0 33-5-13 38-11-11 450-0 4 0. 4SS13 SS13 '0 5-60 SS13 SS13 S45 -0. M d 6.00 12 5x7 = 1.5z4 II 5 27 6 28 5x7 = 7 Scale = 1:80.8 16 31 3217 16 33 15 34 14 1335 36 12 4x5 3x4 = 4x6 = 3x4 = 3x8 = 3x4 = 4x6 = 3x4 = 4x5 = 8-9-4 17-0-0 22-6-0 i 28-0-0 I 36-2-12 450-0 8-9-4 8-2-12 SSO 56-0 8-2-12 8-14 Plate Offsets (X.Y)— r3:0-2-8.0-3-01 r5:0-5-4 0-2-81 f7:0-5-4 0-2-81 f9:0-2-8 0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.50 Vert(LL) -0.29 12-14 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.95 Vert(TL) -0.73 12-14 >736 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.79 Horz(TL) 0.24 10 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix-M) Weight: 262 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-9-12 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 6-15 REACTIONS. (lb/size) 2=1860/0-8-0, 10=1860/0-8-0 Max Horz 2=-173(LC 10) Max Uplift2=-336(LC 12), 10=-336(LC 12) Max Grav 2=1860(LC 17), 10=1860(LC 18) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-25=-3440/1033, 3-25=-3371/1051, 3-4=3244/1026, 4-26=-2575/889, 5-26=-2507/907, 5-27=-2370/908, 6-27=-2370/908, 6-28=-2370/908, 7-28=2370/908, 7-29=-2507/907, 8-29=-2576/889,8-9=-3245/1026,9-30=-3373/1051,10-30=-3442/1032 BOT CHORD 2-18=-847/3130, 18-31=-707/2757, 31-32=-707/2757, 17-32=-707/2757, 16-17=-707/2757, 16-33=-513/2328, 15-33=-513/2328, 15-34=-522/2254, 14-34=-522/2254, 13-14=-716/2628, 13-35=-716/2628, 35-36=-716/2628, 12-36=-716/2628, 10-12=-856/3002 WEBS 3-18=-280/172, 4-18=-77/449, 4-16=632/282, 5-16=-1611713, 5-15=121/420, 6-15=-373/193, 7-15=-121/420, 7-14=-161/713, 8-14=633/282, 8-12=-78/450, 9-12=-280/172 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=4.20sf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft, eave=6ft; Cat. 11; 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 17-0-0, Exterior(2) 17-0-0 to 32-2-15, Interior(1) 32-2-15 to 46-0-0 zone;C-C for members and forces & MWFRS for reactions shown, Lumber DOL=1.60 plate grip DO L=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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 336 lb uplift at joint 2 and 336 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. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies AWARNING - Verify design panmetem 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 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 -'- -- - - i - 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-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 b Tfuss TfUss Type Qty Ply Park Sq Hm/Madrona A_C 2091 Bonus T71971326 P2091AC-BRT A4A SPECIAL 1 1 ob Refere c o tional ID: uaPkHg4maCdl45r8aPYCpGzhxl L-HP7azgtBgC4HARpNeOkypCC WpFwAG2HgASwSyiODI 1-0-o s-0-5 11-6-3 17-0 0 21-a-o zss-o zs ors 1-0.0 6-0.5 5-5-13 5-5-13 4-40 4-4-0 0.48 4x8 3x4 = 1.5x4 6 22 23 7 24 8 14 13 1L 3x5 3x4 = 3x5 = 3x4 = 4x8 = 3x4 3x6 Scale = 1:58.4 8-9-4 17-0-0 21-4-0 25-8-0 25 f8 r 8-9-4 8-2-12 4-4-0 4-4-0 0-4-8 Plate Offsets (X Y)— 12 0-2-8 Edgel f6 0-5-4 0-2-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.80 Vert(LL) -0.14 14-16 >999 240 MT20 2441190 TCDL 10.0 Lumber DOL 1.25 BC 0.79 Vert(TL) -0.35 14-16 >879 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.81 Horz(TL) 0.06 11 n/a n/a BCDL 10.0 Code FBC2014ITP12007 Matrix-M) Weight: 179 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-3-6 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP ND.3 BOT CHORD Rigid ceiling directly applied or 6-5-7 oc bracing. WEBS 1 Row at midpt 6-13, 7-9 REACTIONS. (lb/size) 11=1464/Mechanical, 2=1108/0-8-0 Max Horz 2=512(LC 12) Max Uplift 11=331(LC 12), 2=-124(LC 12) Max Grav 11=1556(LC 17), 2=1108(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-20=-1781/259, 3-20=-1709/277, 3-4=-1548/234, 4-5=-1447/247, 5-21=-870/109, 6-21=-787/120, 6-22=-470/32, 22-23=-470/32, 7-23=-470/32, 9-12=-468/34, 10-11=-1139/632 BOT CHORD 2-16=-839/1731, 16-25=-683/1319, 15-25=-,683/1319, 15-26=-683/1319, 14-26=-683/1319, 14-27=-496/876, 13-27=-496/876, 12-13=0/351 WEBS 3-16=-302/181, 5-16=-89/488, 5-14=653/272, 6-14=-154/701, 7-13=-129/592, 6-13=-663/287, 9-13=-484/453, 7-9=-969/349 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=26ft; 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 17-0-0, Exterior(2) 17-0-0 to 20-0-0, Interior(1) 25-6-4 to 25-10-12 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DO L=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 331 lb uplift at joint 11 and 124 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) 489 lb down and 193 lb up at 25-10-12 on top chord. The design/selection of such connection device(s) is the responsibility of others. Printed copies of this document areLOADCASE(s) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 not considered signed and sealed and Uniform Loads (plf) the signature must be verified on Vert: 1-6=-60, 6-8=-60, 9-10=-60, 11-17=20 any electronic copies Continued on a e 2 WARNING - Verify design parameters 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 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 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 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 Hnn/Madrona A_C 2091 Bonus Jgb T11971326 P2091AC-BRT MA SPECIAL 1 R ference o tional Mia-rwnca Lumoer, canow, t-L. LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 10=440 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri Sep 01 12:30:35 2017 Page 2 I D: uaPkHg4maCdl45r8aPYCpGzhxl L-HP7azgt8gC4HARpKjeOkypCC WpFwAG2HgASwS_yiODI WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss weband/or -chord members only. Adddional 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 RT fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPH 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 Hm/Madrona A_C 2091 Bonus T11971327 P2091AC-BRT As HIP 1 7 ob Refer nce o tional mio-rronoa wmcer, aan , r. y r ID: uaPkHg4maCdl45r8aPYCpGzhxl L-IbhyAAumbV C8obOWHLvzU 1 IL4CaOvn9Q3gCU_QyiODH 1-0. 7-9-15 150-0 22-6-0 30.0-0 37-2-1 450-0 4 0- 0- 7-9-15 7-2-1 7-6-0 7-6-0 7-2-1 Scale = 1:80.5 1 d 5x8 = 1.5x4 I6.00 12 5x8 = 4 25 26 5 27 28 6 16 lb 14 'S1 13 s 12 10 3x6 1.5x4 4x6 = 3x8 = 3x4 = 1.5x4 3x6 -1 3x4 = 4x6 = 7-9-15 150-0 22-6-0 30-0-0 37-2-1 450-0 7-9-15 7-2-1 7-6-0 7-SO 7-2-1 7-9-15 Plate Offsets (X Y)— f2 0-2-9 0-1-81 f3:0-3-0 0-3-41 f4:0-5-8 0-2-41 f6 0-5-8 0-2-41 f7 0-3-0 0-3-41 f8 0-2-9 0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.94 Vert(LL) 0.25 12-13 999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.84 Vert(TL) 0.65 12-13 837 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.57 Horz(TL) 0.24 8 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) LUMBER- BRACING - TOP CHORD 2x4 SP No.2 'Except` TOP CHORD 3-4,6-7: 2x4 SP No.1 BOT CHORD BOT CHORD 2x4 SP No.2 WEBS WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1860/0-8-0, 8=1860/0-8-0 Max Horz 2=-153(LC 10) Max Uplift2=-336(LC 12), 8=-336(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-23=-3343/1016, 3-23=-3243/1041, 3-24=-2727/917, 4-24=-2625/933, 4-25=-2674/993, 25-26=-2674/993, 5-26=-2674/993, 5-27=-2674/993, 27-28=-2674/993, 6-28=-2674/993, 6-29=-2625/933, 7-29=-2727/917, 7-30=-3243/1041, 8-30=-3343/1016 BOTCHORD 2-16=-824/2923, 15-16=-825/2921, 14-15=-825/2921, 14-31=-584/2392, 13-31=-584/2392, 13-32=-593/2354, 12-32=-593/2354, 11-12=-834/2898, 10-11=-834/2898, 8-10=-833/2901 WEBS 3-16=0/281, 3-14=-636/278, 4-14=-93/539, 4-13=172/599, 5-13=-512/260, 6-13=-172/599, 6-12=-93/539, 7-12=-636/277, 7-10=0/281 Weight: 240 lb FT = 20% Structural wood sheathing directly applied. Rigid ceiling directly applied or 6-5-10 oc bracing. 1 Row at midpt 3-14, 7-12 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=6ft; 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 15-0-0, Exterior(2) 15-0-0 to 34-2-15, Interior(1) 34-2-15 to 46-0-0 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 pond ing. 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 336 lb uplift at joint 2 and 336 lb uplift at joint 8. 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 WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111I1-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent truckling of individual truss web and/or chord members only. Additional temporary and permanent bracing ORisalwaysrequiredforstabilityandtopreventcollapsewithpossiblepersonalinjuryandpropertydamage. For general guidance regarding the 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 rona A_C 2091 Bonus T11971328 0(optional) P2091AC-BRT A5A SPECIAL 1 r.ory any to — it mtten umumnes, mu. -aepui -ouar cut/ rage 1 ID:uaPkHg4maCdl45r8aPYCpGzhxl 1_-DoFK0Wu0MpK?P1kzjr2QC1 EHarczZeHZaHUxl WsyiODG I1-0-0 7-9-15 15-0-0 20-5-12 i 2"-0 2frOr8 1-0-0 7-9-15 _ 7-2-1 1112 5-2-4 0-4-8 4x8 = 3x4 = 1.5x4 II 6.00 12 4 20 21 5 22 6 14 11 12 " 11 10 9 3x5 = 1x4 3x4 3x4 = 4x8 = 3x4 3x6 I LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.68 Vert(LL) 0.08 12-14 999 240 TCDL 10.0 Lumber DOL 1.25 BC 0.65 Vert(TL) 0.23 12-14 999 180 BCLL 0.0 Rep Stress Incr NO WB 0.36 Horz(TL) 0.06 9 n/a n/a BCDL 10.0 Code FBC2014/TP12007 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 WEBS REACTIONS. (lb/size) 9=1 461 /Mechanical, 2=1111/0-8-0 Max Horz 2=451(LC 12) Max Uplift9=-310(LC 12), 2=-145(LC 12) Max Grav9=1500(LC 17), 2=1111(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-18=-1722/287, 3-18=-1628/312, 3-19=-1069/192, 4-19=-959/203, 4-20=-610/100, 20-21=-610/100, 5-21=-610/100, 7-10=-438/77, 8-9=-1091/564 BOT CHORD 2-14=-775/1559, 13-14=-776/1556, 12-13=-776/1556, 12-23=-538/981, 11-23=538/981, 10-11=0/363 WEBS 3-14=0/304, 3-12=-678/274, 4-12=-94/512, 4-11=507/248, 5-11=86/462, 5-7=-978/356, 7-11=-456/467 PLATES GRIP MT20 244/190 Scale = 1:54.1 Weight: 165 lb FT = 20% Structural wood sheathing directly applied or 4-0-3 oc purlins, except end verticals. Rigid ceiling directly applied or 6-8-7 oc bracing. 1 Row at midpt 3-12, 4-11, 5-7 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=26ft; eave=4ft, Cat. 11; 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 15-0-0, Exterior(2) 15-0-0 to 18-0-0, Interior(1) 25-6-4 to 25-10-12 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) 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 310 lb uplift at joint 9 and 145 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) 489 lb down and 193 lb up at 25-10-12 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=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 14=60, 4-6=-60, 7-8=-60, 9-15=-20 Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies Continued on paqe 2 MEE I WARNING - verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE. 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 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 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 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 HMMadrona A_C 2091 Bonus T11971328 P2091AC-BRT ASA SPECIAL 1 1 o Ref ence o lion I r.aau s rug io <u i r mi i erc inousmes, mc, r aep u i i rage ID:uaPkHg4maCd145r8aPYCpGzhxl L-DoFKOWuOMpK?Pkzjr20C1 EHarczZeHZaHUx1 WsyiODG LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 8=-440 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7479 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 buildin design. Bracing indicated Prevent buckling of individual truss web and/or'chord members only. Additional temporary and ermanent bracing9 (3 9 P 9 Y P ry F 9 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 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 HnVMadrona A_C 2091 Bonus T11971329 P2091AC-BRT A6A SPECIAL 1 1 ern o ti MIo-rlonda Lumber, Bartow, I-L. /.b4U s Aug lb ZU1I MI I ex Industries, Inc. Fn Sep ui 1z:3U:36 zul r rage 1 ID:uaPkHg4maCdl45r8aPYCpGzhxl L-hyibsvO77Ssl uYvOmxRZSgmAOLINhcjW8ha2lyiODF 1-0.0 6-9-4 13-0-0 19-5-12 1 25-8-0 2 8 1-0.0 6-9-4 6-2-12 6-5-12 6-2-4 C Scale = 1:49.8 4x4 = 3x8 = 1.5x4 I 4 20 21 22 5 23 6 14 12 11 10 9 3x4 = 1x4 I 3x4 =3x8 = 4x4 = 3x4 II 3x6 I 6-9-4 13-0-0 19-5-12 5-8-0 2 0 8 6-9-4 6-2-12 6-5-12 6-2-4 0-4- Plate Offsets (X.Y)— t2:0-0-8.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 0.58 Vert(LL) -0.06 11-12 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.56 Vert(TL) -0.18 12-14 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.57 Horz(TL) 0.06 9 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix-M) Weight: 159 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-2-4 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-8-8 oc bracing. WEBS 1 Row at midpt 5-7 REACTIONS. (lb/size) 9=1464/Mechanical, 2=1107/0-8-0 Max Horz 2=391(LC 12) Max Upli t9=-294(LC 12), 2=-160(LC 12) Max Grav 9=1493(LC 17), 2=1107(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-18=-1784/373, 3-18=-1703/394, 3-19=-1232/287, 4-19=-1141/298, 4-20=-1023/321, 20-21=-1023/321, 21-22=-1023/321, 5-22=-1023/321, 7-10=-403/115, 8-9=-1081/507 BOT CHORD 2-14=-782/1590, 13-14=-782/1590, 12-13=-782/1590, 12-24=-435/863, 11-24=-435/863, 10-11=0/381 WEBS 3-14=0/251, 3-12=-572/238, 4-12=0/271, 5-12=-196/337, 5-7=-10661380, 7-11=-453/572 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=15ft; B=45ft; L=26ft; eave=4ft; Cat. ll; 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 13-0-0, Exterior(2) 13-0-0 to 16-0-0, Interior(1) 25-6-4 to 25-10-12 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) 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 294 lb uplift at joint 9 and 160 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) 489 lb down and 193 lb up at 25-10-12 on top 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: 1-4=60, 4-6=-60, 7-8=-60, 9-15=-20 Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies Continued on Ra2e 2 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE. - 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 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 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 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 HnVMadrona A_C 2091 Bonus T11971329 P2091AC-BRT ASA SPECIAL 1 1 ob Ref r n e o tional Mid -Fiona. wmu.r, o.,i—, FL. , 85Y.,. y a. YvO....mAI-.,, jW821y0DFID:uaPkHg4maCdl45PCpGzhxlL-hib077Ss1umxRZSLNhcLOADCASE( S) Standard Concentrated Loads ( Ib) Vert: 8=- 440(F) WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE. r 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. Belo build use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall ing design. B " "-- buildracing indicatedis to prevent buckling of individual truss web and/or chord"members only. - Adddional temporary and permanent bracing r 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-69 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 HnVMadrona A_C 2091 Bonus T11971330 P2091AC-BRT A6T SPECIAL 1 Job Reference o tional w nonu4 wniu aen L. t.b4u s Aug ib zui r v i i eK mausmes, Inc. rn sep ui 1z:au:a9 2u1 / rage 1 ID: WjDyiuZDwOr112xygntYl3zgvcy-9AM5pCwfuQbjf275yTSg6fMxrQb867xtloQBblyiODE 0- 6-9-4 130.0 18-11-9 24-3-6 32-0-0 3 -11 8 37-11-1145-0-0 0. 6-9-4 6-2-12 5-&9 5-6-13 7-8-10 0-11- 5-0.3 4-4-13 2-7-8 Scale = 1:80.1 5x7 = t5x4 I 4 3334 35 5 3x6 = 3x8 = 6 2.4 II 5x5 = 36 37 8 9 23 22 4l1 21 20 41 19 18 17 1.5x4 i 4x4 1 13 3x5 —_ 1.5x4 3x4 = 3x6 = 3x8 = 4x4 = 2x4 11 1.5x4 11 2x4 11 4x5 = 1.5x4 I 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.58 Vert(LL) 0.26 17 999 240 TCDL 10.0 Lumber DOL 1.25 BC 0.90 Vert(TL) 0.72 17 743 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.56 Horz(TL) 0.36 12 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix-M) LUMBER - TOP CHORD 2x4 SP No.2 'Except' 10-12: 2x6 SP DSS BOT CHORD 2x4 SP No.2 'Except' 17-24,8-18: 2x4 SP No.3, 11-16: 2x4 SP No.1 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1864/0-8-0, 12=1832/0-8-0 Max Horz 2=148(LC 11) Max Uplift2=-328(LC 12), 12=-286(LC 12) PLATES GRIP MT20 244/190 Weight: 552 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. Except: 10-0-0 oc bracing: 16-18 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-31=-3408/1060, 3-31=-3321/1072, 3-32=-2892/955, 4-32=-2803/976, 4-33=-2982/1063, 33-34=-2982/1063, 34-35=-2982/1063, 5-35=2982/1063, 5-6=-2982/1063, 6-7=-2982/1063, 7-36=-3220/1084, 36-37=-3220/1084, 8-37=-3220/1084, 8-9=-3230/1084, 9-38=-3538/1158, 10-38=-3640/1138, 10-39=4317/1342, 11-39=-4382/1326, 11-12=-1024/348 BOT CHORD 2-23=-890/2970, 22-23=-890/2970, 22-40=-675/2513, 21-40=-675/2513, 20-21=-675/2513, 20-41=-814/3052, 19-41=-814/3052, 15-16=-756/2934, 14-15=-1186/4079, 11-14=-1185/4085, 16-18=01254, 8-16=-264/143, 11-13=-103/357 WEBS 3-22=- 539/246, 4-22=-85/444, 9-16=-246/915, 9-15=-215/697, 10-15=-1105/433, 5-20=-358/ 192, 7-19=-433/172, 4-20=-235/822, 16-19=-767/2964, 7-16=-26/288 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, 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x4 - 1 row 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; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=45ft; eave=5ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 3-5-10, Interior(1) 3-5-10 to 13-0-0, Exterior(2) 13-0-0 to 36-5-10, Interior(1) 36-5-10 to 44-8-1 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) 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 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 not considered signed and sealed and fit between the bottom chord and any other members, with BCDL = 1O.Opsf. the Signature must be verified On 8) Bearing at joint(s) 12 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity any electronic Copies of bearing surface. Continued on a e 2 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II.7473 rev. 10/03/2015 BEFORE USE. 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 verify the applicability of design parameters and propedy 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 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 Hm/Madrona A_C 2091 Bonus T11971330 P2091AC-BRT A6T SPECIAL 1 ob Refere o tional Mia-morica LumDer, tsanow, I-L. ID: WjDyiuZDwOrl l2xygntYl3zgvcy-9AM5pCwfuQbjf275yTSg6fMxrQb867xtloQ8blyi0DE NOTES- 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 328 lb uplift at joint 2 and 286 lb uplift at joint 12. 10) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. an WARNING - Vwffy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-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 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 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 Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type City Ply Park Sq Hm/Madrona A_C 2091 Bonus T11971331 P2091AC-BRT A7A SPECIAL 1 1 Job Referent (optional) mid-ridnda wrnoer, ...ow, FL. 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri Sep 01 12.30A0 2017 Page 1 ID: uaPkHg4maCdl45r8aPYCpGzhxl L-dMwTOYxHfkjaHCilWBzvftv2Rq?JrbkD_SAh7ByiODD 1-0-0 11-0-0 18-5-12 25-8-0 2 0 8 1-0-0 19-4 5-2-12 7-512 7-2-4 0-4- 44 = 3x8 = Scale = 147.3 2.4 11 20 a 21 b 14 13 11 109 3x4 = 1x4 II 3x4 4x4 = 3x4 = 3x8 = 3x5 5-9-4 11-0-0 18-5-12 25.8-0 2 o a 45-9-5-2-12 7-5-12 7-2-4 0-4- Plate Offsets (X Y)— t8:0-6-4 Edget LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.79 Vert(LL) -0.07 11-13 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.58 Vert(TL) -0.22 11-13 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.47 Horz(TL) 0.06 9 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix-M) Weight: 154 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-2-13 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-8-15 oc bracing. WEBS 1 Row at midpt 5-7 REACTIONS. (lb/size) 9=1466lMechanical, 2=1106/0-8-0 Max Horz 2=330(LC 12) Max Uplift9=-281(LC 12), 2=-174(LC 12) Max Grav 9=1472(LC 17), 2=1106(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-18=-1824/446, 3-18=-1753/463, 3-19=-1392/375, 4-19=1321/386, 4-20=-1186/395, 5-20=-1186/395, 7-10=-354/149, 8-9=-1087/457 BOT CHORD 2-14=-775/1603, 13-14=-775/1603, 12-13=-493/1079, 12-22=-493/1079, 11-22=-493/1079, 10- 11 =-20/400 WEBS 3-13=-442/196, 4-13=0/330, 5-7=-1221/425, 7-11=-477/750 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=26ft, 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, Interior(1) 25-6-4 to 25-10-12 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) 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 281 lb uplift at joint 9 and 174 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) 489 lb down and 193 lb up at 25-10-12 on top 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: 1-4=-60, 4-6=-60, 7-8=-60, 9-15=-20 Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies Continued on a e 2 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE. I 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 I 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 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 I Job - Truss Truss Type Qty Ply Park Sq Hm/Madrona A_C 2091 Bonus .. T1197t331 P2091AC-BRT A7A SPECIAL 1 1 Job Reference o ti riot ID:uaPkHg4maCdl45r8aPYCpGzhxl L-dMwTOYxHfkjaHCilWBzvftv2Rq?JrbkO_SAh7ByiODD LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 8=-440(F) WARNING • Verify design parameters 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 verify the applicability of design parameters and properly incorporate this design into the overall building tlesign. Bracing indicated -is to prevent buckling of intlividual truss web and/or chord members only. Additional temporary and permanent bracing - - MOW - - 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/TPH 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 Hm/Madrona A_C 2091 Bonus T11971332 P2091AC-BRT A7T SPECIAL 1 nL job Reference o lion I AEU s Hog to- / IOr -IeKmousines, C. n Jep ui IZ:su:41 ZU1 / rage i ID: WjDyiuZDwOrll2xygntYl3zgvcy-5ZUrEuxvQ2rRuMHU4uV8B4SGLDGba?09C6vFfdyiODC 0. 5-9-4 11-0-0 17-4-9 23-7-6 32-11-8 0- 38-0-10 42-4-8 45-0-0 4 5-9-4 5-2-12 6-4-9 6-2-13 9-4-2 -0.8 4-0.10 43 2-7-8 Scale = 1:80.1 5x7 = L5x4 5x8 = 2x4 II 5x7 = 00 F12 4 313233 5 6 34 7 35 8 21 20 19 18 17 163x4 = 1.5x4 II 2x6 II 12 3x5 = t5x4 3x4 = 5x8 = 5x5 = 2x4 11 1.5x4 II 2x4 II 4x5 = 1. 5x4 11 LOADING ( psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.58 Vert(LL) -0.29 16 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.90 Vert(TL) -0.80 16 >670 180 BCLL 0.0 Rep Stress Incr YES WB 0.65 Horz(TL) 0.37 11 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix-M) Weight: 530 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 `Except` TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. 9- 11: 2x6 SP DSS BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. Except: BOT CHORD 2x4 SP No.2 `Except* 10-0-0 oc bracing: 15-17 16- 22,10-12,7-17: 2x4 SP No.3, 10-15: 2x4 SP No.1 WEBS 2x4 SP No.3 REACTIONS. ( lb/size) 11=1832/0-8-0, 2=1864/0-8-0 Max Horz 2=126(LC 11) Max Uplift 11 =-286(LC 12), 2=-328(LC 12) FORCES. ( lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-29=-3421/1076, 3-29=-3340/1094, 3-30=-3039/1003, 4-30=-2969/1021, 4- 31=-3443/1190, 31-32=-3443/1190, 32-33=3443/1190, 5-33=-3443/1190, 5- 6=-3443/1190, 6-34=-3922/1276, 34-35=-3922/1276, 7-35=-3922/1276, 7-8=-3943/1282, 8- 9=-3638/1161, 9-36=-4264/1349, 36-37=-4312/1340, 10-37=-4376/1333, 10- 11=-1019/349 BOT CHORD 2-21=-917/2988, 20-21=-917/2988, 19-20=-743/2661, 18-19=-1006/3620, 14- 15=-848/3194, 13-14=-1188/4072, 10-13=1187/4078, 10-12=-103/353, 15-17=0/267, 7- 15=-338/188 WEBS 3-20=-406/201, 4-20=-68/381, 8-14=-188/637, 9-14=-1067/410, 8-15=343/1181, 5- 19=-404/216, 6-18=-442/190, 15-18=-935/3437, 6-15=-67/412, 4-19=-329/1124, 6- 19=-314/59 NOTES- 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x4 - 1 row 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; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft, B=45ft; L=45ft; eave=5ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 3-5-10, Interior(1) 3-5-10 to 11-0-0, Exterior(2) 11-0-0 to 38- 5-10, Interior(1) 38-5-10 to 44-8-1 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. Printed Copies Of this document are 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. not Considered Signed and Sealed and 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 the signature must be verified on fit between the bottom chord and any other members. any electronic Copies 8) Bearing at joint(s) 11 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verify capacity Corcgrkwin % 9@0, WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIP7473 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 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 - - i}; is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the - N 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. SafetyInformationavailablefromTrussPlateInstitute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 I Job Truss Truss Type - Qty Ply Park Sq Hm/Madrona A_C 2091 Bonus T11971332 P2091AC-BRT ATT SPECIAL 1 e L Job Reference (optional) Mla-Flonaa Lumber, Canow, 1'L. n 9 ""i1 ry i 1,,,-IF I, ——I"II aye. I D: Wj DyiuZDwOr112xygntYl3zgvcy-6ZUrEuxvQ2rRuMH U4uV8B4SGLDGba?09C6vFfdyiODC NOTES- 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 286 lb uplift at joint 11 and 328 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. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-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 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 always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the - K 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 Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq Hm/Madrona AC 2091 Bonus T71971333 P2091AC-BRT A8T SPECIAL 1 2 b R ference o tional ID: W1DyiuZDwOrll2xygntYl3zgvcy-al2D REyXBLzI WWsgdcONkl_LYdbtJ RCJRmfoB4yiODB 0- 4-9-4 0 1310-9 1&7-6 23-4-3 28-1-0 32-11-8 36-0-0 39-0-0 42-4-8 45 -0 0- 4-9-4 4-2-12 4-10-9 4-&13 4-8-13 4-8-13 4-10.8 3-0.8 3-0.0 3-48 2-7-8 Scale = 1:80.1 M 2cI1 O 5x7 = 6.00 F12 4 1.5x4 11 3x8 = 5x5 = 3x8 = 2x4 5x8 5 31 32 6 7 8 3334 35 9 10 2x4 1.5x4 11 3 36 30 z 12 R W 6 5x6 23 22 21 20 19 3x5 = 3x4 = 3x8 = 3x6 = 3x8 = 1.5x4 5x8 = " 18 17 3x4 = 6x6 = 2x4 II 13 7x6 11 14 2x4 II 4x5 = i 1310.9 18-7-6 23-4-3 28-1-0 32-11-8 360-0 42-4-8 450-0 ME 4-10.9 4-8-13 4-&13 4-8-13 4-10.8 3-0.8 6-4-8 2-7-8 Plate Offsets (X Y)-- r4:0-5-4 0-2-81 r7:0-2-8 o-3-Ol rl O:G-6-0 0-2-81 f12'0-1-4 0-7-01 r12,0-3-11 0-1-51 r16:0-2-12 0-2-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 1.00 Vert(LL) 0.31 18-19 >999 240 MT20 2441190 TCDL 10.0 Lumber DOL 1.25 BC 0.96 Vert(TL) 0.77 18-19 >694 180 BCLL 0.0 Rep Stress Incr YES WB 0.72 Horz(TL) 0.39 13 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix-M) Weight: 523 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied. 10-13: 2x6 SP No.1 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: BOT CHORD 2x4 SP No.2 2-2-0 oc bracing: 12-15. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 13=1788/0-8-0, 2=1846/0-8-0 Max Horz 2=104(LC 11) Max Uplift 13=-300(LC 12), 2=-333(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-30=-3368/1149, 3-30=-3289/1163, 3-4=-3113/1063, 4-31=-3681/1291, 5-31=3681/1291, 5-32=-3681/1291,6-32=-3681/1291,6-7=-4294/1472,7-8=-4294/1472,8-33=-4196/1438, 33-34=-4196/1438, 34-35=-4196/1438, 9-35=-4196/1438, 9-10=-4227/1447, 10-1 1=-3961/1316, 11-36=-4882/1648, 12-36=-4937/1637, 12-13=-1019/367 BOT CHORD 2-23=-986/2944, 22-23=-812/2750, 21-22=-1254/4185, 20-21=-1254/4185, 19-20=-1254/4185, 18-19=-1200/4017, 17-18=-82/304, 15-16=-1002/3441, 12-15=-1523/4771,12-14=-1181378 WEBS 4-23=-39/313, 10-16=-408/1236, 10-15=-263/884, 11-15=-1549/603, 5-22=-305/170, 7-19=-278/141, 8-18=-703/272, 4-22=-430/1331, 6-22=-748/208, 8-19=-119/432, 16-18=-1143/3795 NOTES- 1) 2-ply truss to be connected together with 10d (0.131 "x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x4 - 1 row 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; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=45ft; eave=5ft; Cat. II; Exp B, Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 3-5-10, Interior(1) 3-5-10 to 9-0-0, Exterior(2) 9-0-0 to 40-5-10, Interior(1) 40-5-10 to 44-8-1 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) 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 members. not Considered signed and sealed and 8) Bearing atjoint(s) 13 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity the signature must be Verified on of bearing surface. any electronic copies 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 300 lb uplift at joint 13 and 333 lb uplift at Coded on oaae 2 WARNING - Verify design parameters 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 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 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 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 La .-...-. Job TfuSS Truss Type - Qty Ply Park Sq Hm/Madrona A_C 2091 Bonus Tl 1971333 P2091AC-BRT A8T SPECIAL t ob Reference footional) r uy ro aep u i is u rage c ID: W1DyiuZDw0rll2xygntYl3zgvcy-a12DREy;Bi ziW WsgdcONkl_LYdbU RCJRm1oB4yiODB NOTES- 10) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. WARNING - Verily design parameters 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 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 ANSVTPI1 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 Qty Ply Park Sq Hm/Madrona A_C 2091 Bonus T11971334 P2091AC-BRT A9T SPECIAL 1 1 b Referenc ctionI mia-rwnaa umoer, oanow, r. r.aau s.vug io - i r mi es mouse , mc. r .eP v. i-u- zu , , rage , ID: Wj DyiuZDwOrl l2xygntYl3zgvcy-2xcbeaz9xf588fRtBJXCGVX Ws 1 OJ2ueSgQOLkvvyiODA 0. 3-9-4 7-0-0 13-0-0 17-4-0 21-8-0 260.0 32-11-8 38-0.0 40.0.0 42-48 45-0.0 0. 3-9-4 3-2-12 6-0.0 4-40 4-40 4-4-0 6-11-8 5-0.8 2-0.0 2-4-8 2-7-8 6.00 12 2 hI1 Scale = 1:80.7 5x7 = 1.5x4 11 3x8 = 5x5 = 3x8 = 3x4 = 3x4 11 5x7 = 4 32 33 5 34 35 6 36 737 38 39 8 40 41 9 42 43 10 44 45 11 1.5x4 i ox 12 MID 7 SvA d 25 46 47 24 48 23 22 49 3x5 = 3x4 = 3x8 = 3x6 = 1.5x4 I 21 50 51 _00 53 3x8 = 1.5x4 11 t2l 56 57 1. 19 54 18 55 4x4 = 3x8 = 2x4 11 6x8 = 3--9-7 I 7--4-0 -0-0 30.8-0 32-1111 30-80 42-440 4-8- 0 2_T, 4- 6 0394012 -0.444-40 440 Plate Offsets (X Y)— r4:0-5-4 0-2-81 r7:0-2-8 0-3-01 111:0-5-4 0-2-81 r13:0-3-8 0-2-81 117:0-2-12 0-3-121 LOADING (psf) SPACING- 2-0-0 CS 1. DEFL. in (loc) I/deft L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.97 Vert(LL) 0.09 13-16 999 240 TCDL 10.0 Lumber DOL 1.25 BC 0.69 Vert(TL) 0.23 13-16 751 180 BCLL 0.0 ' Rep Stress Incr NO W B 0.71 Horz(TL) 0.13 14 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix-M) LUMBER- BRACING- PLATES GRIP MT20 244/190 Weight: 251 lb FT = 20% TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-2-10 oc purlins. BOT CHORD 2x4 SP No.2 'Except` BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 10-18,13- 15: 2x4 SP No.3, 13-17: 2x6 SP No.2 WEBS 1 Row at midpt 11-17, 4-24, 8-19 WEBS 2x4 SP No.3 REACTIONS. All bearings 0-8-0. lb) - Max Horz 2=84(LC 7) Max Uplift All uplift 100 lb or less at joint(s) 14 except 2=-144(LC 8), 24=-517(LC 8), 19=645(1_C 8) Max Grav All reactions 250 lb or less atjoint(s) except 14=507(LC 1), 2=649(LC 1), 24=2420(LC 17), 19=3161(LC 18) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2- 3=904/198, 3-4=-717/166, 4-32=-117/700, 32-33=-117/700, 5-33=-117/700, 5-34=-117/ 700, 34-35=-117/700, 6-35=-117/700, 6-36=-481/142, 36-37=-481/142, 7-37=-481/ 142, 7-38=-481/142, 38-39=-481/142, 8-39=-481/142, 8-40=-316/1852, 40-41=-316/ 1852, 41-42=-316/1852, 9-42=-316/1852, 9-43=-208/1251, 10-43=-208/1251, 10-44=-194/ 1193, 44-45=-194/1193, 11-45=-194/1193, 11-12=-532/140, 12-13=-677/154 BOT CHORD 2- 25=-141/769, 25-46=-97/634, 46-47=-97/634, 24-47=-97/634, 21-51=-338/97, 51-52=-338/ 97, 20-52=-338/97,20-53=-338/97, 53-54=-338/97, 19-54=-338/97, 10-17=-435/ 166, 17-56=-157/514, 56-57=157/514, 16-57=-157/514, 13-16=-89/605 WEBS 4-25=- 27/654, 11-17=-1852/364, 11-16=-83/674, 5-24=-643/251,"9-19=-949/247, 17-19=-1903/ 442, 9-17=-171/850, 4-24=-1535/323. 6-22=0/280, 7-21=-530/215, 8-20=0/ 318, 8-19=-1972/409, 8-21=-1821932, 6-21 =-1 20/329, 6-24=-1199/251 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuh=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=45ft; eave=6ft; 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 14 except (jt=lb) 2=144, 24= 517, 19=645. 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 Continued on Rage 2 WARNING - Verfly design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE Ml1-7473 rev. 1010312015 BEFORE USE. 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, 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 r 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 ANSVTPIII 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 L - __ Job Truss - Truss Type Ply Park Sq HMMatlrona A_C 2091 BonusT11971334ryP2091AC-BRT A9T SPECIAL 1 f r n nal Mid -Florida Lumber, Bartow, FL. 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri Sep 01 12:30:43 2017 Page 2 ID: WjDyiuZDwOrll2xygntYl3zgvcy-2xcbeaz9xf588fRtBJXcGVXWs10J2ueSgOOLkWyiDDA NOTES- 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 189 lb down and 176 lb up at 7-0-0, 97 lb down and 88 lb up at 9-0-12, 97 lb down and 88 lb up at 11-0-12, 97 lb down and 88 lb up at 13-0-12, 97 lb down and 88 lb up at 15-0-12, 97 lb down and 88 lb up at 17-0-12, 97 lb down and 88 lb up at 19-0-12 97 lb down and 88 lb up at 21-0-12, 97 lb down and 88 lb up at 22-6-0, 97 lb down and 88 lb up at 23-11-4, 97 lb down and 88 lb up at 25-11-4, 97 lb down and 88 lb up at 27-11-4, 97 lb down and 88 Ito up at 29-11-4, 97 lb down and 88 lb up at 31-11-4, 80 lb down and 75 lb up at 33-11-4, and 80 lb down and 75 lb up at 35-11-4, and 109 lb down and 120 lb up at 38-0-0 on top chord, and 327 lb down and 75 lb up at 7-0-0, 66 lb down at 9-0-12, 66 lb down at 11-0-12, 66 lb down at 13-0-12, 66 lb down at 15-0-12, 66 lb down at 17-0-12, 66 lb down at 19-0-12, 66 lb down at 21-0-12, 66 lb down at 22-6-0, 66 lb down at 23-11-4, 66 lb down at 25-11-4, 66 lb down at 27-11-4, 66 lb down at 29-11-4, 66 lb down at 31-11-4, 60 lb down at 33-11-4, and 60 lb down at 35-11-4, and 394 lb down and 125 lb up at 37-11-4 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=1.25 Uniform Loads (plf) Vert: 1-4=60, 4-11=-60, 11-13=-60, 13-14=-60, 18-29=-20, 13-17=-20, 15-26=-20 Concentrated Loads (lb) Vert: 4=-142(F) 11=-80(F) 23=-41(F) 25=327(F) 16=-394(F) 24=-41(F) 5=-97(F) 6=-97(F) 8=97(F) 20=-41(F) 32=-97(F) 33=-97(F) 35=-97(F) 36=-97(F) 37=-97(F) 38=97(F) 39=-97(F) 40=-97(F) 42=97(F) 43=-97(F) 44=-80(F) 45=80(F) 46=41(F) 47=41(F) 48=41(F) 49=41(F) 50=41(F) 51=41(F) 52=41(F) 53=41(F) 54=41(F) 55=41(F) 56=-55(F) 57=55(F) WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1-7473 rev. 10/03/2015 BEFORE USE. - Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and 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 ANSIITPH quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Sufte 312, Alexandra, VA 22314. Tampa, FL 36610 r -- Job Truss Truss Type Qty Ply Park Sq Hm/Madrona A_C 2091 Bonus T11971335 P2091AC-BRT A10 HIP 1 3 o of re tional MIO-rlorloa Lumber, Bafibw, FL. /.64u s Aug lb 2ui t mi I ex Inoustrles, inc. rn aep ul 1 C.Ju:za zu it rage l ID:uaPkHg4maCdl45r8aPYCpGzhxl L-_3CwVRnIU2CHgMn_pfm59LP1 J_g017hFDaG3iuyiODP 1-0-08-514 10.10.2 13 158-8 194-0 2 1-0-0 3-7-8 2-51 2-4-5 2-4-5 2-4-5 2-5-1 3-7-8 1-0-0 Scale = 1:35.6 8x8 = 3x12 = 6.00 12 3 23 4 24 25 3x4 = 2x4 3x12 = 6x6 = 5 26 27 6 28 29 7 30 8 17 31 - 32 33 34 " 35 36 '- 37 12 2x6 I 4x5 = 2x6 I 4x10 = 4x10 = 10x10 = 8x8 = 10x10 = 24 11 2x6 I 3-7-8 -2- 6-1-9 3-7-8 68 1-11-9 8-514 2-4-5 10.10. 2-4-5 132-7 2-4-5 152-0 S8- 19-4-0 1-11-9 6-8 3-7-8 Plate Offsets (X Y)— 12:0-5-0 0-1-71 13:0-5-12 0-2-121 18:0-3-0 0-2-71 19:0-3-6 0-1-71 f14:0-4-0 0-6-01 17:0-5-0 0-6-41 LOADING (psf) SPACING- 1-4-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.00 TC 0.67 Vert(LL) 0.19 15 999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.91 Vert(TL) 0.32 15 722 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.66 Horz(TL) 0.07 9 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix-M) Weight: 402 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 'Except' TOP CHORD 3-8: 2x6 SP No.2 BOT CHORD BOT CHORD 2x8 SP DSS `Except* 9-14: 2x8 SP No.2 WEBS 2x4 SP No.3 *Except* 3-17,8-12: 2x4 SP No.2 REACTIONS. (lb/size) 2=2395/0-8-0, 9=1483/0-8-0 Max Horz 2=-30(LC 6) Max Uplift2=-169(LC 8), 9=-169(LC 8) Max Grav 2=6451(LC 12), 9=3247(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=14193/292, 3-23=-14576/299, 4-23=14577/299, 4-24=-15042/451, 24-25=-15D42/451, 5-25=-15042/451, 5-26=-13255/444, 26-27=-13255/444, 6-27=-13255/444, 6-28=-13255/444, 28-29=-13255/444, 7-29=-13255/444, 7-30=-7605/302, 8-30=-7605/302, 8-9=-7255/296 BOT CHORD 2-18=-222/12693, 17-18=-223/12648, 17-31=356/15863, 16-31=-356/15863, 16-32=- 356/15863, 15-32=-356/15863, 15-33=-404/15042, 33-34=404/15042, 14-34=- 404/15042, 14-35=-357/10790, 35-36=-357/10790, 13-36=357/10790, 13-37=- 357/10790, 12-37=-357/10790, 11-12=-227/6502, 9-11=-226/6489 WEBS 4- 17=-1673/136, 4-16=0/1419, 4-15=-997/210, 5-15=41/1056, 5-14=-2172/23, 7-14=- 50/2995, 7-13=0/723, 7-12=-4140/132, 3-18=0/516, 3-17=-93/6326, 8-12=- 92/3618 Structural wood sheathing directly applied or 4-11-2 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Special connection required to distribute bottom chord loads equally between all plies. 2) 3- ply truss to be connected together with 1 Od (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x8 - 4 rows staggered at 0-4-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 3) 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. 4) Unbalanced roof live loads have been considered for this design. 5) Wind: ASCE 7-10; VuR=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. li; printed copies of this document are Exp B; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 6) Provide adequate drainage to prevent water ponding. not Considered Signed and Sealed and 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. the Signature must be Verified On 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 any electronic copies fit between the bottom chord and any other members. Continued on paqe 2 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MI TEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. - Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and 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 ahvays required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TP11 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 L__ Job - Truss Truss Type - Qty Ply Park Sq HmJMadrona A_C 2091 Bonus T11971335 P2091AC-BRT A10 HIP 1 ob Ref ence o ti a Mid -Florida Lumber, Bartow, FL. 7.640 s Aug 16 2017MiTek Industries, Inc. Fn Sep 01 12:30:28 2017 Page 2 ID:uaPkHg4maCdl45r8aPYCpGzhxl L-_3CwVRnIU2CHgMn_pfm59LP1 J_g017hFDaG3iuyi0DP NOTES- 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 169 lb uplift at joint 2 and 169 lb uplift at joint 9. 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) 62 lb down and 88 lb up at 3-7-8, 18 lb down and 53 lb up at 5-1-13, 18 lb down and 53 lb up at 7-1-13, 18 lb down and 53 lb up at 9-1-13, 18 lb down and 53 lb up at 10-2-3, 18 lb down and 53 lb up at 12-2-3, and 18 lb down and 53 lb up at 14-2-3, and 62 lb down and 88 lb up at 15-8-8 on top chord, and 32 lb down at 3-7-8, 5912 lb down at 4-2-4, 15 lb down at 5-1-13, 512 lb down at 5-2-4, 15 lb down at 7-1-13, 512 lb down at 7-24, 15 lb down at 9-1-13, 512 lb down at 9-24, 15 lb down at 10-2-3, 512 lb down at 11-24, 15 lb down at 12-2-3, 512 lb down at 13-24, 15 lb down at 14-2-3, and 512 lb down at 15-24, and 32 lb down at 15-8-8 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: 1-3=-40, 3-8=-40, 8-10=40, 2-9=-13 Concentrated Loads (Ib) Vert: 3=-34(F) 8=34(F) 17=-1673(6) 13=-128(B) 12=128(13) 11=32(1`) 18=-32(F) 23=-18(F) 25=18(F) 26=-18(F) 27=-18(F) 28=-18(F) 30=-18(F) 31=-142(F=-14, B=-128) 32=-142(F=-14, B=-128) 33=142(1`=14, B=128) 34=-14(F) 35=-128(B) 36=-14(F) 37=-14(F) WARNING - verify design parameters 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 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 bracingisalwaysrequiredforstabilityandtopreventcollapsewithpossiblepersonalinjuryandpropertydamage. For general guidance regarding the Lt 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 Hm/Madrona A_C 2091 Bonus T11971336 P2091AC-BRT All ROOFTRUSS 1 ob R f e ce o ti nal I MID-r lOnba Lumber, oanow, hL. I.beU s Aug lb ZUI / mi i eK moustrles, mc. rn Jep vi 1 z:JU:ze zui t rage 1 ID:uaPkHg4maCd145r8aPYCpGzhxl L-SFmJinoN FMKBS WMAN N HKiYy7TOC2m WOOS E r-Kyi0D0 i 2-63 4-10-9 1 7-30 9-7-6 11-11-13 14-4-3 168-10 19-1-0 21-67 239-13 26-4-0 7 2 -4 7 2-4-7 2-4-7 2-4-7 2-4-7 2-4-7 2-47 2-6-3 Scale = 1 A&9 3x10 = 1x4 4x10 = tx4 II 3x12 = 3x8 = tx4 I 6x12 = 1x4 II 4x8 = lx4 3x4 = 1 25 2 3 4 5 6 26 27 7 8 9 10 11 28 12 24 29 23 30 22 31 z1 32 33 2u 34 19 35 36 18 37 38 17 39 lb 40 15 14 41 13 4x4 5x14 = 2x4 II 3x8 - 2x4 II 7x6 = 6x16 = 2x6 II 5x10 = 2x4 II 3x10 = 2x4 II 2-63 4-10-9 7-3-0 9-7-6 11-11-13 14-4-3 lr>8-10 16 12 19-1-0 21-5-7 23-9-13 26-4-0 2-63 2-4-7 2-47 2-4-7 2-47 2-470- -2 234 2-4-7 2-47 2-63 Plate Offsets (X.Y)-I6:0-3-8.0-1-81.18:0-4-12,13-3-41,[1970-3-0.0-5-01 LOADING (psf) SPACING- 1-4-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.96 Vert(LL) -0.29 20-21 >676 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.82 Vert(TL) -0.53 20-21 >378 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.91 Horz(TL) 0.04 17 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 Matrix-M) Weight: 439 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.1 'Except' TOP CHORD Structural wood sheathing directly applied or 4-0-8 oc purlins, except 8-12: 2x4 SP No.1 D end verticals. BOT CHORD 2x6 SP DSS 'Except' BOT CHORD Rigid ceiling directly applied or 5-8-12 oc bracing. 13-19: 2x6 SP No.1 WEBS 2x4 SP No.3 *Except* 1-23,3-23,3-21,5-21,5-19,6-18,8-18,8-16,10-16,10-14,12-14: 2x4 SP No.1 REACTIONS. (lb/size) 24=4412/Mechanical, 13=1 091 /Mechanical, 17=10849/0-5-8 Max Uplift24=1008(LC 4), 13=418(1_C 12), 17=-2428(LC 5) Max Grav 24=4786(LC 2), 13=1091(LC 1), 17=11476(LC 2) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-24=-4226/884, 1-25=-9566/1886, 2-25=956611886, 2-3=-9566/1886, 3-4=-18138/3320, 4-5=-18138/3320, 5-6=-9948/1705, 6-26=-537/2143, 26-27=-537/2143, 7-27=-537/2143, 7-8=537/2143, 8-9=1430/9140, 9-10=-1430/9140, 10-11=-1076/1422, 11-28=1076/1422, 12-28=-1076/1422,12-13=-865/441 BOT CHORD 24-29=-135/606, 23-29=-135/606, 23-30=3202/17065, 22-30=-3202/17065, 22-31=-3202/17065, 21-31=-3202/17065, 21-32=-3023/16718, 32-33=-3023/16718, 20-33=-3023/16718, 20-34=-3023/16718, 19-34=-3023/16718, 19-35=-1616/9381, 35-36=-1616/9381, 18-36=-1616/9381, 18-37=-15153/2957, 37-38=-15153/2957, 17-38=-15153/2957, 17- 39=-15153/2957, 16-39=-15153/2957, 16-40=-3893/140, 15-40=-3893/140,14- 15=-3893/140 WEBS 1-23=-1889/9666, 2-23=-1092/299, 3-23=8090/1420, 3-22=-140/1496, 3-21=-127/1158, 4-21=-1032/284, 5- 21=-320/1532, 5-20=-106/1251, 5-19=7376/1437, 6-19=-576/3670, 6-18=-12098/2323, 7- 18=-1010/273, 8-18=-2611/14370, 8-17=-9248/1996, 8-16=-1704/7022, 9- 16=-1027/279, 10-16=-6285/1402, 10-14=-478/3224, 11-14=-1235/328,12- 14=-1501/986 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 0-7-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, Except member 8-17 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. Printed copies of this document are 3) Wind: ASCE 7-10; VuR=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=26ft; eave=4ft; Cat. 11, Exp B; Encl., GCpi=0. 18, MWFRS (directional); Lumber DOL=1.60 plate grip D6L=1.60 not considered signed and sealed and 4) Provide adequate drainage to prevent water ponding. the signature must be Verified On 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. any electronic Copies 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 CoAlli Afftp13 "Isom Chord and any other members WARNING - Verify design parameters and READ NOTES ON TNIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 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 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 ANSlr Pll Quality Criteria, DSB-09 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq HnVMadrona A_C 2091 Bonus T71971336 P2091AC-BRT All ROOF TRUSS 1 3 Referen ti nal Mid -Florida Lumber, Bartow, FL. 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri Sep 01 12:30:29 2017 Page 2 I D: uaPkHg4maCdl45r8aPYCpGzhxl L-SFmJ inoNFMK8S WMANN H KiYy7TOC2m WOOS E?cEKyiODO NOTES- 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1008 lb uplift at joint 24, 418 lb uplift at joint 13 and 2428 lb uplift at joint 17. 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) 118 lb down and 36 lb up at 1-8-4, 118 lb down and 36 lb up at 3-8-4, 769 lb down at 3-11-12, 118 lb down and 36 lb up at 5-8-4, 769 lb down at 5-11-12, 769 lb down at 7-2-4, 118 lb down and 36 lb up at 7-8-4, 769 lb down at 9-2-4, 118 lb down and 36 lb up at 9-8-4, 769 lb down at 11-2-4, 118 lb down and 36 lb up at 11-8-4, 769 lb down at 13-2-4, 118 lb down and 36 lb up at 13-8-4, 769 lb down at 15-2-4, 118 lb down and 36 lb up at 15-8-4, 118 lb down and 36 lb up at 17-8-4, 118 lb down and 36 lb up at 19-8-4, 118 lb down and 36 lb up at 21-8-4, and 118 lb down and 36 lb up at 23-8-4, and 120 lb down and 35 lb up at 25-8-4 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 (ptf) Vert: 1-12=-507(F=-440), 13-24=-7 Concentrated Loads (lb) Vert: 19=118(B) 21=-206(F) 20=-118(B) 15=-118(B) 14=-118(B) 29=-118(B) 30=-325(F=206, B=-118) 31=-325(F=206, B=-118) 32=-118(B) 33=-206(F) 34=-206(F) 35=206(1`) 36=118(6) 37=206(F) 38=-118(B) 39=-118(6) 40=-118(B) 41=-120(B) WARNING - Verify 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 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 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 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 HMMadrona A_C 2091 Bonus T11971337 P2091AC-BRT Al2 FLOOR 1 2 ob Referent Tonal Mlo-rlonoa LumDer, eanow, I-L. i. u5Aug ID Lu l/ mI ex mcuslrles, Inc. rn aep u1 i[au.-m it rage i ID:uaPkHg4maCdl45r8aPYCpG2hx1 L-SFmJinoNFMK8SWMANNHKiYyJiOKSmeQOSE?cEKyiODO i 2-0.4 3-10-12 5-9.4 7-7-12 1— 9-&0 2-0.4 1-10-8 1-10-8 1-10-8 2-0.4 1 3x4 = 2 3x4 = 1x4 II 3x4 = 3 3x4 = 4 5 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft Ud TCLL 40.0 Plate Grip DOL 1.00 TC 0.24 Vert(LL) 0.00 9 999 360 TCDL 10.0 Lumber DOL 1.00 BC 0.28 Vert(TL) 0.02 8-9 999 240 BCLL 0.0 Rep Stress Incr NO WB 0.44 Horz(TL) 0.00 7 n/a n/a BCDL 5.0 Code FBC2014(TP12007 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) 12=344/0-3-8, 7=891/Mechanical, 10=2753/0-3-8 Max Grav 12=380(LC 3), 7=900(LC 4), 10=2753(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-12=-330/0, 1-2=434/0, 2-3=0/696, 3-4=-939/0, 4-5=-939/0, 5-6=-1368/0, 6-7=-846/0 BOT CHORD 10-11=0/434, 9-10=-696/0, 8-9=0/1368 WEBS 1-11=0/450, 2-11=0/561, 2-10=-1215/0, 3-10=-1205/0, 3-9=0/1841, 5-9=514/0, 6-8=0/1490 Scale = 1:18A 3x4 = 6 PLATES GRIP MT20 244/190 Weight: 97 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, Except: 6-0-0 oc bracing: 9-10. 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: 2x4 - 1 row at 0-5-0 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 floor live loads have been considered for this design. 4) Refer to girder(s) for truss to truss connections. 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) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 768 lb down at 1-8-12, and 783 Ib down at 3-8-12, and 833 lb down at 7-8-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (ptf) Vert: 1-6=-100, 7-12=10 Concentrated Loads (lb) Vert: 11=768(1`) 10=783(1`) 9=-573 8=-833(F) 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 Ml1-7473 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 -- i 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 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 ANSIrTPI1 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 L_ - Job Truss Truss Type - Qty Ply Park Sq Hrn/Madrona A_C 2091 Bonus T11971338 P2091AC-BRT B1 SPECIAL 1 L mia-rlonaa Lumoer, tsanow, rL. r.e u s Aug to zul r mi i eK maustnes, mc. rn sep ul iz:Su:44 2u1 r rage 1 ID:uaPkHg4maCdl45r8aPYCpGzhxl L-W8A_sy_nizD?Ip?3102rpj4p?RL3nQmcu48vGyyiOD9 1-0-0 a-s a s-o 0 13-3-12 ns-12 21-7-12 zs 0 a- 1-0-0 4-9-4 4-2-12 4312 4-2-0 4-2-0 4-0.4 8-0 Scale: 1/4"=1' 4xB = 1.4 11 4 21 5 22 4x12 = 3x8 = 3x4 = 1.5x4 1I 6 23 7 8 18 - 17 -- 16 -- 14 13 12 11 3x5 = 2x4 1 6x6 = 3x8 =4X:6 2x4 4x8 = 44 11 3x4 I 4-9-4 9-0.0 13-3-12 17-5-12 21-7-12 2518-0 4-9-4 4-2-12 4-3-12 4-2-0 4-2-0 4-0.4 -6- Plate Offsets (X Y)— I4:0-5-4 0-2-01 I17:0-3-0 0-3-121 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.49 Vert(LL) -0.10 16-17 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.72 Vert(TL) -0.23 16-17 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.40 Horz(TL) 0.06 11 n/a n/a BCDL 10.0 Code FBC2014ITP12007 Matrix-M) Weight: 366 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-4-2 oc purlins, except BOT CHORD 2x6 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) 11=2280/0-3-8, 2=2557/0-8-0 Max Horz 2=269(LC 8) Max Uplift 11 =-558(LC 5), 2=-703(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=5300/1464, 3-4=-4664/1343, 4-21=-3880/1084, 5-21=-3880/1084, 5-22=-3880/1084, 6-22=-3880/1084, 6-23=-1754/403, 7-23=1754/403, 9-12=-1203/316, 9-10=-272/63, 10-1 1=-1 118/279 BOT CHORD 2-18=-1513/4708, 18-24=-1513/4708, 17-24=-1513/4708, 17-25=-1364/4183, 16-25=-1364/4183, 15-16=-870/2904, 14-15=-870/2904, 13-14=-870/2904, 12-13=-209/947, 11-12=-102/397 WEBS 3-18=-59/372, 3-17=673/193, 4-17=-651/2093, 4-16=-436/407, 5-16=-267/84, 6-16=-494/1432, 6-13=-1710/513, 7-13=-316/1305, 7-9=-2305/596, 9-13=317/802 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 if noted as front (F) or back (8) 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; VuR=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Encl., GCpi=0.18, MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except 0=11b) 11=558, 2=703. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the,analysis and design of this truss. Printed COpI@S Of this document are 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 62 lb down and 78 lb up at 9-0-0, and 489 lb down and 87 lb up at 26-2-4 on top chord, and 720 lb down and 264 lb up at 7-0-12, and 202 lb down and 81 lb up at not considered signed and sealed and 9-0-12, and 1276 lb down and 463 lb up at 10-6-8 on bottom chord. The design/selection of such connection device(s) is the the signature must be verified on responsibility of others. any electronic Copies d19tAC1W(UeS4andard RWARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MB-7473 rev. 10/03/2015 BEFORE USE. - Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not ' a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall buildingdesign. Bracing indicated is to prevent buckling of individual truss web and/or chord' members only. Additionaltemtemporary and permanent bracingg9 P 9 Y P rY P 9 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 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 Hm/Madrona A_C 2091 Bonus T11971338 P2091AC-BRT B1 SPECIAL 1 nL Job Reference o tional nuy io cu l l mi l eR muusnies, mc. ni aep u i "L -'v " rage z ID:uaPkHg4maCdl45r8aPYCpGzhxl L-W8A_sv_nizD?Ip?3102rpj4p?RL3nQmcu48vGyyiOD9 LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-60, 4-8=-60, 9-10=-60, 2-11=-20 Concentrated Loads (Ib) Vert: 4=-44(B) 10=-440 17=-202(B) 24=-720(B) 25=-1276(B) WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing -- 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 ANSVTPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type - Qty Ply Park Sq HMMatlrona A_C 2091 Bonus T11971339 P2091AC-BRT B2 MONO HIP 1 1 Reference i nal nim nunua mnu , amr L. r.o4u s N g to [ut r mi i eK roustries, mc, rn pep ui tz:su:4o zut r rage i ID: Wj DyiuZDwOrll2xygntYl3zgvcy-_KkM3F?PTGLsNzaFJkZ4Mwc3jrg8 Wv8l7ktSoPyi0D8 1-0-0 3-9-4 7-0-0 9-0-0 1-0-0 3-9-4 3-2-12 2-40 5x5 = 1.5x4 Scale = 1:25.1 I I e 5 6 2x4 = 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.17 Vert(LL) 0.06 6-7 999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.80 Vert(TL) 0.20 6-7 531 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.26 Horz(TL) 0.01 6 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix-M) Weight: 49 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.1 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 2=519/0-8-0, 6=719/Mechanical Max Horz 2=119(LC 8) Max Uplift 2=-102(LC 8). 5=-171(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=826/105, 3-4=-828/159 BOT CHORD 2-7=157/695 WEBS 4-6=-500/159, 4-7=-124/690 Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=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.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=102, 6=171. 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) 194 lb down and 173 lb up at 7-0-0 on top chord, and 327 lb down and 75 lb up at 7-0-0 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: 14=60, 4-5=-60, 6-8=-20 Concentrated Loads (Ib) Vert: 4=-142(F) 1 i=-327(F) - - - - 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 Ml1-7473 rev. 10/03/2015 BEFORE USE. - Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and 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 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 HmlMadrona A_C 2091 Bonus T71971340 P2091AC-BRT B3 MONO TRUSS 1 1 Reference tional MId-Flon0a Lumber, barrow, tL. /.b4u s Aug lb Lul t MI I eK Inousines, mc. — bep ul lL: 4o zu I / rage I ID:uaPkHg4maCdl45r8aPYCpGzhxl L-_KkM3F?PTGLsNzaFJkZ4Mwc2erisVtlxil7ktSoPyi0D8 1-0-0 - 4-7-8 4-4-8 Scale = 128.5 5 3x5 = 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.24 Vert(LL) 0.15 6-9 697 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.69 Vert(TL) 0.40 6-9 268 180 BCLL 0.0 Rep Stress Incr YES WB 0.16 Horz(TL) 0.01 5 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix-M) Weight: 37 1b FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-7-10 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=106/Mechanical, 2=446/0-8-0, 5=223/Mechanical Max Horz 2=145(LC 12) Max Uplift4=-48(LC 12), 2=-62(LC 12), 5=-44(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-10=-367/91, 3-10=283/100 BOT CHORD 2-6=-263/304 WEBS 3-6=-345/298 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. 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 8-11-4 zone;C-C for members and forces & MWFRS for reactions shown, Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at )oint(s) 4, 2, 5. 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 parameters 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 - -- I 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 always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the MAW 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 Oty Ply Park Sq HnVMadrona A_C 2091 Bonus T71971341 P2091AC-BRT B4 MONO TRUSS 1 LJobferencto tional) p u i rage ID:uaPkHg4maCdl45r aPYCpGzhxlL-SWHkHb?2EaTj?79RsR4Ju89EBE3gFNuuMOdOLryi0D7 1-0-0 4-7-8 4-4-8 Scale = 1:30.3 3x4 = 2x4 11 5 3x4 = 4-7-8 4-4-8--- LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.13 Vert(LL) 0.02 5-6 999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.51 Vert(TL) 0.05 5-6 999 180 BCLL 0.0 Rep Stress Incr NO WB 0.23 Horz(TL) 0.01 5 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix-M) Weight: 107 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=862/0-8-0, 5=1296/Mechanical Max Horz 2=144(LC 8) Max Uplift2=-220(LC 8), 5=-412(LC 8) FORCES. ((b) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=1646/420 BOT CHORD 2-6=-456/1432, 6-9=456/1432, 9-10=-456/1432, 5-10=-456/1432 WEBS 3-6=-353/1213, 3-5=-1625/517 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) 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 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 (6), unless otherwise indicated, 3) Wind: ASCE 7-10; Vuft=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=220, 5=412. 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) 724 lb down and 269 lb up at 5-0-12, and 666 lb down and 238 lb up at 7-0-12 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=1.25, Plate Increase=1.25 Uniform loads (plf) _ Vert: 14=60, _ 2-5=-20 Printed copies of this document are Concentrated Loads (lb) not considered signed and sealed and Vert: 9=-724(B) 10=-666(B) the signature must be verified on any electronic copies WARNING. Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II-7473 rev. 10/03/2015 BEFORE USE. , - 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 property 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 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 ANSlrTPII 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 Hm/Madrona A_C 2091 Bonus T11971342 P2091AC-BRT B4A SPECIAL 1 1 b Referenc o tional Mw-rlonaa Lumber, Bartow, rL. '.-u sA g l.—, —ex mu—nes, in, —r p ui lL r ye , ID: WjDyiuZDwOrl l2xygntYl3zgvcy-S WHkHb?2EaTj?79RsR4Ju89AkE71 FQ UuM OdOLryiOD7 1-0-0 0.11-6 4-11-8 1-0.0 0-11-6 4-0-0 Scale: 3/8"=1' lb 6 3.4 II 0-11-8 0-11-8 4-11-8 4-0.0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.41 Vert(LL) 0.06 6 939 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.31 Vert(TL) 0.07 5-6 852 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.09 5 n/a n/a BCDL 10.0 Code FBC2014lTPI2007 Matrix-M) Weight: 23 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 'Except' 3-6: 2x4 SP No.3 BOT CHORD WEBS 2x4 SP No.3 REACTIONS. (lb/size) 8=267/0-7-8, 4=132/Mechanical, 5=49/Mechanical Max Horz 8=90(LC 12) Max Uplift8=-42(LC 12), 4=-63(LC 12) Max Grav 8=267(LC 1), 4=133(LC 17), 5=81(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Structural wood sheathing directly applied or 4-11-8 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp B, Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 4-10-12 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 8, 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 WARNING - Verify design parameters 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 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 NOW fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIfTPl1 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 Hm/Matlrona A_C 2091 Bonus T11971343 P2091AC-BRT 848 SPECIAL 1 1 o eference o tional Mla-rlonaa Lumber, tlartow, rL. rug io acyvi ray. i ID: WjDyiuZDwOr112xygntYl3zgvcy-wjr6UxOg?ubacHkeQ9bYRLiOGeTD_tz2b2MZtHyiOD6 1-0-0 3-0-70.11-8 4-11-8 1-0.r—T 2-0-15 1-11-1 Scale = 1:27.0 Id 8 7 1.5x4 II 1x4 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.24 Vert(LL) 0.06 7-8 979 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.31 Vert(TL) 0.08 7-8 705 180 BCLL 0.0 Rep Stress Incr YES WB 0.05 Horz(TL) 0.08 6 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix-M) Weight: 29 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-11-8 oc purlins, except BOT CHORD 2x4 SP No.2 `Except' end verticals. 3-8: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 10=267/0-7-8, 5=80/Mechanical, 6=101/Mechanical Max Horz 10=65(LC 12) Max Uplift 10=-58(LC 12), 5=-24(LC 9), 6=-22(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf, BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. 11, 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 3-0-7, Exterior(2) 3-0-7 to 4-10-12 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 10, 5, 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 WARNING. Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 114II-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 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 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 ANSIrrP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type city Ply Park Sq Hm/Madrona A_C 2091 Bonus T71971344 P2091AC-BRT B4C SPECIAL 1 1 ob Reference o tional ivnua wM.ver, purlow, V. /.640 s Aug 16 20i t MI I eK industries, Inc. Fri Sep 01 1z:60:4 / ;N1 l Page 1 ID: WjDyiuZDwOrli2xygntYl3zgvcy-wjr6UxOg?ubacHkeQ9bYRLiOZeTP_t82b2MZtHyiOD6 4-11-8 1-0-0 1-0.7 3-11-1 6.00 12 Scale = 121.8 I; 8 7 1.5x4 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.22 Vert(LL) 0.01 6-7 999 240 TCDL 10.0 Lumber DOL 1.25 BC 0.30 Vert(TL) 0.02 6-7 999 180 BCLL 0.0 Rep Stress Incr YES WB 0.04 Horz(TL) 0.02 6 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix-M) LUMBER- BRACING - PLATES GRIP MT20 244/190 Weight: 30 lb FT = 20% TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-11-8 oc purlins, except BOT CHORD 2x4 SP No.2 `Except' end verticals. 3-7: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. Except: WEBS 2x4 SP No.3 10-0-0 oc bracing: 7-9 REACTIONS. (lb/size) 10=270/0-7-8, 4=106/Mechanical, 6=79/Mechanical Max Horz 1D=37(LC 12) Max Uplift 10=-68(LC 12), 4=-39(LC 9) Max Grav 10=270(LC 1), 4=107(LC 22), 6=110(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat: II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 4-10-12 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 10, 4. 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 - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 1010312015 BEFORE USE. t onlyDesignvalidforusegy with Mi Tek® 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 tlesign parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 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 ANSIrrP11 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 Hm/Matlrona A_C 2091 Bonus T71971345 P2091AC-BRT BS SPECIAL 1 1 Job Reference oo ion Mia-nonOa Lurn Der, ...0w, hL. /.04u 5 Aug 10 Zui / MI I eK Inousines, mc. rn Jep ui iz:3u:4b 2u1 ( rage i ID: Wj DyiuZDwOrl l2xygntYl3zgvcy-OvP UiH 1 Im BjRERJcLs7nzZETs2nCj D?Bpi66PjyiOD5 8- S60 10-4-0 158-0 168-8 8-0 4-10-o 4-10-0 5-4-0 1. 4x8 12 11 ._ .. .- 10 3x4 = 4x4 = 4x4 II 4x4 = 5 9 3x8 = 8 1.5x4 II Scale = 1:5Z6 8- 5-6-0 10-4-0 15-8-0 4-10-0 4-10-0 5-4-0 Plate Offsets MY)— 12:0-6-4,0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.63 Vert(LL) 0.03 10-11 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.39 Vert(TL) 0.08 10-11 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.51 Horz(TL) 0.01 8 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix-M) Weight: 121 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. REACTIONS. (lb/size) 12=1294/0-3-8, 8=746/Mechanical Max Horz 12=-149(LC 6) Max Uplift12=-265(LC 8), 8=-191(LC 8) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-12=-924/174, 4-5=419/143, 5-6=-417/138, 6-8=-696/203 BOT CHORD 11-16=-216/508, 16-17=-216/508, 17-18=216/508, 10-18=-216/508, 9-10=-156/522 WEBS 24=635/88, 4-10=-1/274, 4-9=-349/160, 6-9=-71/430 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft, eave=4ft, Cat. 11, Exp B; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 12=265, 8=191. 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) 110 lb down and 98 lb up at 1-1-13, 60 lb down and 59 lb up at 3-1-13, and 110 lb down and 107 lb up at 4-11-4, and 489 lb down and 87 lb up at 0-1-12 on top chord, and 43 lb down at 1-1-13, and 78 lb down and 50 lb up at 3-1-13, and 41 lb down at 4-11-4 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: 1-2=60, 3-5=-60, 5-6=-60, 6-7=-60, 8-12=-20 Printed copies of this document are signed and sealed and Concentrated Loads (lb) VeVert: 1=-440 13=-70(F) 14=-20(F) 15=-70(F) 16=-31(F) 17=-78(F) 18=-29(F) not considered si g the signature must be verified on any electronic copies WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,111-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall Irbuildingdesign. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracingisalwaysrequiredforstabilityandtopreventcollapsewithpossiblepersonalinjuryandpropertydamage. For general guidance regarding the - g 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 Hm/Madrona A_C 2091 Bonus T11971346 P2091AC-BRT B6 SPECIAL 1 1 Job Reference (optional) M10-r10naa LnmDer, canoes, ri-, rwy i Z v rayc ID: WjDyiuZDZI12xygntYl3zgvcy-t5ztvd2wXVrlsau0Yae0WmnhKS95Shp12LrgxAyiOD4 8- 5-fro 10-4-0 158-0 16-8-8 8-0 4-10-0 4-10-0 5-4-0 1-0-8 4x4 = 5 M06 I 12 11 10 9 8 3x4 11 44 = 3x8 = 1.5x4 i 3x4 11 Scale = 1:52.6 LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2014ITP12007 CSI. TC 0.39 BC 0.29 WB 0.41 Matrix-M) DEFL. in Vert(LL) -0.02 Vert(TL) -0.06 Horz(TL) 0.01 loc) I/deft Ltd 8-9 >999 240 8-9 >999 180 8 n/a n/a PLATES GRIP MT20 244/190 Weight: 121 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. REACTIONS. (lb/size) 12=1052/0-3-8, 8=689/Mechanical Max Horz 12=149(LC 10) Max Uplift 12=156(LC 12), 8=-164(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-12=-773/289, 4-14=-377/191, 5-14=-307/207, 5-15=-307/208, 15-16=-319/196, 6-16=-378/195, 6-8=642/340 BOT CHORD 10-11=-250/411, 9-1 0=-1 88/433 WEBS 2-4=-511/95, 6-9=-111/382 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=15ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-1-12 to 3-9-12, Interior(1) 3-9-12 to 10-4-0, Exterior(2) 10-4-0 to 13-4-0 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 100 lb uplift at joint(s) except (jt=lb) 12=156, 8=164. 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) 489 lb down and 202 lb up at 0-1-12 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=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-60, 3-5=-60, 5-6=-60, 6-7=-60, 8-12=-20 Concentrated Loads (Ib) Vert: 1=-440 . 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 MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of indwidual 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 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 HMMatlrona A_C 2091 Bonus T11971347 P2091AC-BRT B7 COMMON 2 1 eren e o ti I Mia-rlonoa Lumber, Can—, rL. /,a u s Aug it, 4ui t MI I eK mausines, inc. rn aep ui 12:6U:4tl Zui i rage 1 ID: WjDyiuZDwOrli2xygntYl3zgvcy-t5ztvd2wXVrlsauOYaeOWmnjbSAwSkkL2LrgxAyiOD4 8 1 5-3-8 10-7-0 11-7-8 1-0, 5-3-8 538 5x6 11 e ..77 3 1.5x4 1 8 7 3x5 = 1.Sx43x5 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in Ioc) I/deft L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.31 Vert(LL) 0.03 7-8 999 240 TCDL 10.0 Lumber DOL 1.25 BC 0.23 Vert(TL) 0.07 7-8 999 180 BCLL 0.0 Rep Stress Incr YES W B 0.22 Horz(TL) 0.00 7 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix-M) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 8=483/0-8-0, 7=483/0-8-0 Max Horz 8=-173(LC 10) Max Uplift8=-214(LC 12), 7=-172(LC 9) Max Grav 8=486(LC 21), 7=487(LC 22) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 3-7=-254/275, 2-8=-232/318, 4-7=-232/318, 3-8=254/274 Scale = 1:40.0 PLATES GRIP MT20 244/190 Weight: 77 lb FT = 20 BRACING - TOP CHORD Structural wood sheathing directly applied or 10-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered forth is design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp B; Part. Encl., GCpi=0.55; MWFRS (directional) and C-C Exterior(2) -1-0-8 to 1-11-8, Interior(1) 1-11-8 to 5-3-8, Exterior(2) 5-3-8 to 8-3-8 zone; cantilever left and right exposed ; end vertical left and 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 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 8=214, 7=172. 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 parameters 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 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 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 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, Alexandra, VA 22314, Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq HnVMadrona A_C 2091 Bonus T11971348 P2091AC-BRT B8 HIP 1 1 ob Refer nce o tional Mid -Fiona. Lumoer, BamJw, FL. 7,640 s Aug i6 20i7 MI eK Industries, inc. Fri Sep Oi 12:30:50 2u1t rage 1 ID: WjDyiuZDwOrll2xygntYl3zgvcy-LIXF7z2YIpz9TkTD5H9F3_Ks6sYIBDfUH?bDUcyiOD3 5-7-8 7-0-8 4-11-8 0< 4-11-e 1-0-8 0- _o 4x8 = Scale = 1:39.7 F;7 3 10 9 7 6 1.5x4 I I 3x8 = 1.5x4 I 1-7-8 2-4-0 2-7-8 0-0- 2-7-8 2-d-0 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.39 Vert(LL) -0.00 8 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.07 Vert(TL) -0.01 8 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.10 Horz(TL) -0.00 6 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix-M) Weight: 72 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. REACTIONS. All bearings 2-7-8 except Ot=length) 9=0-3-8, 7=0-3-8. lb) - Max Horz 10=172(LC 11) Max Uplift All uplift 100 Ito or less atjoint(s) except 10=-171(LC 12), 6=171(LC 12) Max Grav All reactions 250 lb or less atjoint(s) 9, 7 except 10=422(LC 1), 6=422(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-11=-261/228, 4-14=-261/229, 2-10=-402/388, 4-6=-402/388 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp B; Part. Encl., GCpi=0.55; MWFRS (directional) and C-C Exterior(2) -1-0-8 to 1-11-8, Interior(1) 1-11-8 to 5-3-8, Exterior(2) 5-3-8 to 9-6-7 zone; end vertical left and 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 2-0-0 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 171 lb uplift at joint 10 and 171 lb uplift at joint 6. 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 parameters 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 verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling bf individual truss web and/or chord members only. Additional temporary and permanent bracing - - Ribisalwaysrequiredforstabilityantltopreventcollapsewithpossiblepersonalinjuryandpropertydamage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIMPH 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 Ply Park Sq Hm/MadronaA_C 2091 BonusT11977349ryP2091AC-BRT B9 HIP 1 Job Reference (optional) r. a r ug —r m eR nwuanes, m, rn aeP u i icau.ou zu-I / rage 1 ID: WjDyiuZDwOr112xygntYl3zgvcy-LIXF7z2YIpz9TkTD5H9F3_KtcsWmBC2UH?bDUcyiOD3 1-0-8 2-t b8 7-7-8 10-7-0 11-7-a 1-0.8 2-11-8 4-8-0 2-11-8 1-0.8 1 4x8 = 4x4 = 6.00 F12 3 11 12 13 14 4 0 2x63x4 = 3x8 = 7 2.6 II Scale = 1:32.4 LOADING ( psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.36 Vert(LL) 0.03 8-9 999 240 MT20 2441190 TCDL 10.0 Lumber DOL 1.25 BC 0.19 Vert(TL) 0.03 8-9 999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.16 Horz(TL) 0.00 7 n/a n/a BCDL 10.0 Code FBC2014ITP12007 Matrix-M) Weight: 81 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 6-0-0 oc bracing. REACTIONS. ( lb/size) 10=528/0-7-8, 7=528/0-7-8 Max Horz 10=-151(LC 6) Max Uplift 10=-495(LC 8), 7=-495(LC 8) Max Grav 10=528(LC 17), 7=528(LC 18) FORCES. ( lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-275/382, 3-11=-209/363, 11-12=-209/363, 12-13=-209/363, 13-14=-209/363, 4- 14=-209/363, 4-5=-275/382, 2-10=-508/518, 5-7=-507/517 BOT CHORD 9-15=-299/210, 15-16=-299/210, 8-16=-299/210 WEBS 2-9=-395/328, 5-8=-395/328 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft, B=45ft; L=24ft; eave=4ft; Cat. 11; Exp B; Part. Encl., GCpi=0.55, MWFRS (directional); end vertical left and 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 495 lb uplift at joint 10 and 495 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) 61 lb down and 161 lb up at 2-11-8, 6 lb down and 88 lb up at 5-0-4, and 6 lb down and 88 lb up at 5-6-12, and 61 lb down and 161 lb up at 7-7-8 on top chord, and 37 lb down and 169 lb up at 2-11-8, 13 lb down and 46 lb up at 5-0-4, and 13 lb down and 46 lb up at 5-6-12, and 37 lb down and 169 lb up at 7-6-12 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, 2-3=-60, 3-4=-60, 4-5=-60, 5-6=-60, 7-10=-20 Concentrated Loads (lb) Vert: 3=-14(F) 4=-14(F) 9=-18(F) 8=-18(F) 12=-6(F) 13=-6(F) 15=-7(F) 16=-7(F) 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 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 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 ANSIITPH 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 HMMadrona A_C 2091 Bonus T11971350 P2091AC-BRT CJ1 JACK 20 1 Job Reference o lion m,u- UT,ud LurT,o . o L. .,uy , , ,. N ., may_ , ID:WjDyiuZDwOrIl2xygntYl3zgvcy-pU5dKJ3A36505u2Pf?gUbBS6 FvvwhjeVfKm02yi0D2 1-0-0 1-0-0 Scale = 1:7.1 2x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.07 Vert(LL) -0.00 7 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.01 Vert(TL) -0.00 7 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 10.0 Code FBC2014frP12007 Matrix-M) Weight: 5Ib FT=20°/ LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=12/Mechanical, 2=124/0-3-8, 4=3/Mechanical Max Horz 2=35(LC 12) Max Uplift3=-4(LC 9), 2=-51(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. 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. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 4 lb uplift at joint 3 and 51 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 parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. s 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 P is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the - fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI TPII Quality Criteria, 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 Hm/Madrona A_C 2091 Bonus T11971351 P2091AC-BRT cJ1c JACK 4 1 o R ference o bona a, w..,, . r.ovu or+uy io cuir nnicn muuaiiw, mu. rn aep ui icou.oi cuir rayei ID: W1 DyiuZDwOrl12xygntYI3zgvcy-pU5dKJ3A36505u2Pf?gUbBsx2FgCwhjeVfKm02yiOD2 r 1-0-8 0-11-8 1-0.8 0-11-8 6.00 F12 Scale = 1:24.8 0 5 4 4x5 = i 0-11-8 0.1 Plate Offsets (X,Y)— t2:0-2-0,0-1-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.82 Vert(LL) -0.00 5 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.37 Vert(TL) -0.00 5 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.10 3 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix-M) Weight: 10 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 0-11-8 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=156/0-7-8, 3=24/Mechanical, 4=3/Mechanical Max Horz 5=115(LC 12) Max Uplift5=-147(LC 10), 3=-111(LC 12), 4=-186(LC 12) Max Grav 5=246(LC 12), 3=72(LC 10), 4=144(LC 10) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown NOTES- 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone; end vertical left exposed;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 147 lb uplift at joint 5, 111 lb uplift at joint 3 and 186 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 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and 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 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, Alexandra, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq HmlMadrona A_C 2091 Bonus T11971352 P2091AC-BRT CJ3 JACK 15 1 Job Reference o tional Mio-rlonoa Lumber, Bartow, I-L. 1-0-0 3-0-0 2x4 = t.b4u s Aug it,zui r mi i eK mousmes, inc. rn aep u i iz: u oz zu i r rage i ID: WjDyiuZDwOrll2xygntYl3zgvcy-Hgf?Xe4ogQDtj2dbDiBj8PPHVfEMf8znkJ4KYVyiOD1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.08 Vert(LL) 0.00 4-7 999 240 TCDL 10.0 Lumber DOL 1.25 BC 0.06 Vert(TL) 0.01 4-7 999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix-M) LUMBER- BRACING - Scale = 1:12.3 PLATES GRIP MT20 244/190 Weight: 11 lb FT = 20% TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=65/Mechanical, 2=201/0-3-8, 4=29/Mechanical Max Horz 2=62(LC 12) Max Uplift3=-26(LC 12), 2=-50(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; 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) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 2-11-4 zone;C-C for members and forces & 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 26 lb uplift at joint 3 and 50 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 parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIP7473 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 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 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 Hm/Madrona A_C 2091 Bonus T11971353 P2091AC-BRT CJ3S JACK 1 1 ob Reference i n I 0 2x4 = 3-0-0 ey ID: WjDyiuZDwOrll2xygntYl3zgvcy-Hgf?Xe4ogQ Dtj2dbDiBjBP PHPfEJf8znkJ4KYVyiOD 1 3 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.08 Vert(LL) 0.00 6 999 240 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 0.00 Horz(TL) 0.00 1 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix-M) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. ( lb/size) 1=136/Mechanical, 2=67/Mechanical, 3=32/Mechanical Max Horz 1=41(LC 12) Max Upliftl=-13(LC 12), 2=-28(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. Scale = 1:12.3 PLATES GRIP MT20 244/190 Weight: 10 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES. 1) Wind: ASCE 7-10, Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf, h=15ft; B=45ft; L=24ft; eave=4ft; Cat. Il; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 lost 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 13 lb uplift at joint 1 and 28 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 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 14II-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 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 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 Sul Hm/Madrona A_C 2091 Bonus T11971354 P2091AC-BRT CJ3T SPECIAL 2 1 ob Reference o tional miu rionae Lurnuel, 6a now, IL. /,b u s Aug 1b ZUl t MI1 eK maustrles, inc. "aep ui iZ:3U:b3 zul t rage 1 I D: Wj DyiuZDwOrll2xygntYl3zgvcy-ItDN I_5RbkLkKCConP iygcyS r3YKObDwzzpt4xyiODO t -1-0-0 2-7-8 1.. 2-7-8 8 2x4 4 2-7-8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.10 Vert(LL) 0.01 7 999 240 TCDL 10.0 Lumber DOL 1.25 BC 0.14 Vert(TL) 0.01 7 999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.01 5 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix-M) LUMBER- BRACING - Scale = 1:12.3 PLATES GRIP MT20 244/190 Weight: 13 lb FT = 20% 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 `Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 3-7: 2x4 SP No.3 REACTIONS. (lb/size) 2=207/0-8-0, 5=1 01 /Mechanical Max Horz 2=69(LC 12) Max Uplift2=-50(LC 12), 5=-34(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf, h=15ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp B. Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-2-5, Interior(1) 2-2-5 to 3-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 50 lb uplift at joint 2 and 34 lb uplift at joint 5. 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 paramefers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valitl 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 chordmembersonly. 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[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 i Job Truss Truss Type - Qty Ply - Park Sq Hm/Madrona A_C 2091 Bonus T71971355 P2091AC-BRT CJS JACK 6 1 ob Reference o tional Mw-rlonba Lumber, tsanow, M. , Z9n o 'n=P v r-ay ID: Wj DyiuZDwOr112xygtYl3zgvcy-ItDNI_SRbkLkKCConPiygcyQb3YjObDwzzpt4xyi0D0 111 1-0-0 SO-0 2x6 = LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.25 TCDL 10.0 Lumber DOL 1.25 BC 0.18 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FBC2014/TPI2007 Matrix-M) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=1 11 /Mechanical, 2=298/0-3-8, 4=46/Mechanical Max Horz 2=90(LC 12) Max Uplift3=-47(LC 12), 2=-60(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 (Ib) or less except when shown Scale = 1:17.3 DEFL. in loc) I/deft Ud PLATES GRIP Vert(LL) 0.02 4-7 999 240 MT20 244/190 Vert(TL) 0.04 4-7 999 180 Horz(TL) 0.00 2 n/a n/a Weight: 18 lb FT = 20 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; 13=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 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 47 lb uplift at joint 3 and 60 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 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 MiTekO connectors. This design is based only upon parameters shown, and is for an individual building component, not i 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 always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the I - fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TP11 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 HnVMadrona A_C 2091 Bonus T71971356 P2091AC-BRT CJ5T SPECIAL 2 1 o Refer n tional Mia-h lorlaa Lumber, Bartow, FL. I.b4U s Aug lb 2ul / Mi I ek Industries, Inc. f-n Sep ul 1Z:3u:SS ZU1 / rage 1 I D: WjDyiuZDwOrl l2xygntYl3zgvcy-ItDNI_5RbkLkKC ConPiygcyP I3WxObDwzzpt4xyiODO 1-0-0 2-7-8 5-0-0 1-0.0 2-7-8 2-4-8 Scale = 1:18.2 6 2x4 - LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.26 Vert(LL) 0.04 6 999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.29 Vert(TL) 0.07 6 909 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.03 5 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix-M) Weight: 19 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 `Except' BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 3-7: 2x4 SP No.3 REACTIONS. (lb/size) 4=95/Mechanical, 2=307/0-8-0, 5=59/Mechanical Max Horz 2=90(LC 12) Max Uplift4=-34(LC 12). 2=-61(LC 12), 5=-4(LC 12) Max Grav4=95(LC 1), 2=307(LC 1), 5=71(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=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 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 34 lb uplift at joint 4, 61 lb uplift at joint 2 and 4 lb uplift at joint 5. 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 parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 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 property incorporate this design into the overall building design. Bracing indicated is -to prevent truckling of individual truss -web -and/or chord members only. Additional temporary and permanent bracing - -- is aWays 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 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, Alexandra, VA 22314. Tampa, FL 36610 L_ Job Truss Truss Type - Qty Ply Park Sq Hm/Madrona A_C 2091 Bonus T11977357 P2091AC-BRT F1 ROOF TRUSS 7 1 ob efer n e Tonal miu Fiume Lumuai, oanuw. L. .,Ug . a , us M1Y;,,.;,.,,,,..,. „ter..,, day`. ID:uaPkHg4maCd145r8aPYCpGzhxl L-D3mmyK53M1 TbyMm_K7DBDgUV9Tl97x_4CdZRdNyiOD? 11 1i Scale = 1:25.5 3x6 = 3x3 = 3x3 = tx3 I 1x3 I 3x3 = 3x3 = 3.3 14x6 2 3 4 5 6 7 8 9 0 18 17 16 15 14 13 12 10 3x3 4x4 = 3x3 = 3x3 = 3x3 = 3x3 = 3x5 = 3x3 I 3x3 11 14-11-8 1-6-0 4-0-0 10-6-12 13-0-12 14-5-4 1 7 1-6-0 2-" 6-6-12 2-6-0 11-8 0- - 2 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl Ud TCLL 40.0 Plate Grip DOL 1.00 TC 0.58 Vert(LL) 0.11 15 999 360 TCDL 10.0 Lumber DOL 1.00 BC 0.74 Vert(TL) 0.17 15 999 240 BCLL 0.0 Rep Stress Incr NO WB 0.48 Horz(TL) 0.04 11 n/a n/a BCDL 5.0 Code FBC2014lTP12007 Matrix) LUMBER- BRACING - PLATES GRIP MT20 244/190 Weight: 82 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) 18=774/Mechanical, 11=1283/0-3-8 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-18=-768/0, 9-10=-271/0, 1-2=-755/0, 2-3=-1779/0, 3-4=-2235/0, 4-5=-2235/0, 5-6=-2235/0, 6-7=-1703/0, 7-8=648/0 BOT CHORD 16-17=0/1422, 15-16=0/2105, 14-15=0/2235, 13-14=0/2071, 12-13=0/1299 WEBS 8-11=-989/0, 1-17=0/1005, 8-12=0/862, 2-17=-927/0, 7-12=-906/0, 2-16=0/496, 7-13=0/562, 3-16=-453/0, 6-13=-512/0, 3-15=-84/412, 6-14=-51/438 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 pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strong backs, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) CAUTION, Do not erect truss backwards. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 440 lb down at 14-10-0 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: 10-18=-10, 1-9=100 Concentrated Loads (lb) Vert: 9=-440(F) 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 111II-7473 rev. 10/03/2015 BEFORE USE. - Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify.the applicability of design parameters and 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 permarent bracing - -- - - r - - - - - - - - is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the A 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 Hm/Madrona A_C 2091 Bonus T11971358 P2091AC-BRT FIG ROOFTRUSS 1 1 Referen ti nal 1-3-0 r.onu s v.ug io zu i r mi i eK inausmes, mc. - aep u> usu:oo [ui r rage , ID:uaPkHg4maCdl45r8aPYCpGzhxl L-hFKBAg6h7LcRaVLAuglQm11 eTtl YsGFDpQ.'HI_9pyi0D_ 1-8-6I- 8 Scale = 1:25.5 tx3 = 6x6 = 4x6 11 5x6 2x6 2x6 I I 3x7 11 4x6 II 6x6 = 1 17 2 18 3 4 5 19 6 20 21 7 8 0v 15 14 13 12 11 10 3x3 5x6 = 3x5 = 4x4 = 3x4 = 3x5 = 5x8 = 4x4 = 14-11-8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.73 Vert(LL) -0.17 12 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.99 Vert(TL) -0.26 12 >673 240 BCLL 0.0 Rep Stress Incr NO WB 0.99 Horz(TL) 0.07 9 n/a n/a BCDL 5.0 Code FBC2014rTP12007 (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) 16=1235/0-3-8, 9=1411/0-3-8 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-16=-1229/0, 8-9=-1402/0, 1-17=-1279/0, 2-17=1279/0, 2-18=-3088/0, 3-18=-3088/0, 34=4225/0, 4-5=-4225/0, 5-19=4225/0, 6-19=-4225/0, 6-20=-3679/0, 20-21=-3679/0, 7-21=-3679/0, 7-8=-1609/0 BOT CHORD 14-15=0/2418, 13-14=013737, 12-13=0/4225, 11-12=0/4295, 10-11=0/3026 WEBS 8-10=0/2078, 1-15=0/1665, 7-10=-1923/0, 2-15=-1545/0, 7-11=0/886, 2-14=0/909, 6-11=-835/0, 3-14=-881/0, 6-12=474/711, 3-13=79/1110, 4-13=-656/31, 5-12=-405/278 Weight: 98 lb FT = 20%F, 11%E Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) "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. 5) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 550 lb down at 11-4-0, 139 lb down at 0-9-12, 137 lb down at 2-9-12, 137 lb down at 4-9-12, 137 lb down at 6-9-12, and 137 lb down at 8-9-12, and 137 lb down at 10-9-12 on top chord. The design/selection of such connection device(s) is the responsibility of others. 6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (ptf) Vert: 9-16=-10, 1-8=-100 Concentrated Loads (Ib) Vert: 2=-79(F) 4=-79(F) 17=-81(F) 18=-79(F) 19=-79(F) 20=-79(F) 21=-550(F) Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING - Verify design paramefers and READ NOTES ON THIS AND INCLUDED MITEK 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 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 ANSVTPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq HnVMadrona A_C 2091 Bonus T11971359 P2091AC-BRT F2 GABLE 1 1 e o nal d-Flurida Lumber,omww. FL. 7. .A.V Rt GGp0. 12.30.55 2017 rays, ID:uaPkHg4maCdl45r8aPYCpGzhxl L-hFK8Ag6h7LcRaVLAuglQm 11 oVtGbsVBDQHI_9pyi0D_ Scale = 1:18.5 3x3 I I 1 x3 11 x3 I I 1 x3 I 1 x3 I 1.3 11 x3 1 x3 3x3 I 1 2 3 4 5 6 7 8 9 0 0 XXXXXXX 18 17 16 15 14 13 12 11 10 3x3 1 x3 I 1.3 1 x3 11 x3 1 x3 I 1 x3 I I 1 x3 3.3 1-40 2-8-0 4-0-9 4 1- 4-10-4 5-4-0 -7- 6-8-0 8-0-0 9-40 10-11-8 1-4-0 1-40 1-40 0-1- 0-8-12 0-5-12 -3- 1-1-0 1-40 1-4-0 1-7-8 LOADING (psf) 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 0.02 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 10 n/a n/a BCDL 5.0 Code FBC20141TP12007 Matrix) Weight: 50 lb FT = 20%F, 11 e/ E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc 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 cc bracing. OTHERS 2x4 SP No.3(flat) REACTIONS. All bearings 10-11-8. lb) - Max Grav All reactions 250 lb or less at joint(s) 18, 10, 17, 16, 15, 14, 13, 12, 11 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) 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 cc. 4) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 5) Recommend 2x6 strong backs, on edge, spaced at 10-0-0 cc 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 - Verify design parameters 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 verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individualtrussweb and/or chord members only. -Additional temporary and permanent bracing - -- - - - - r - - - 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 ANSIfTP11 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 Dty Ply Park Sq HnVMadrona AC 2091 Bonus T71971360 P2091AC-BRT F3 ROOFTRUSS 5 1 Job Reference cot onI mio- rionoa Lumoer, eanow, rL. 10 0- 1-8 H i 1-3-0 1-6-0 1 3x3 = 2 14 11 1." u "us/tug 10 Lu / MI I ex moubir—, mc. r aep u I I C rdye I ID: uaPkHg4maCdl45r8aPYCpGzhxl L-9RuWN07JufklBfwMSYGfIFashGV7bvYNfx2XgGyiOCz 3 3x3 = 3x8 = 4 3x3 = 34 11 Scale = 1:11.5 LOADING ( psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.51 Vert(LL) 0.04 6-7 999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.45 Vert(TL) 0.05 6-7 999 240 BCLL 0.0 Rep Stress Incr YES WB 0.22 Horz(TL) 0.00 5 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 Matrix) Weight: 34 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 1D-0-0 oc bracing. REACTIONS. ( lb/size) 9=310/0-3-8, 5=316/Mechanical FORCES. ( lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown TOP CHORD 9-10=-336/0, 1-10=-335/0, 4-5=-319/0, 1-2=-362/0, 2-3=-362/0 BOT CHORD 7-8=0/362, 6-7=0/362 WEBS 4-6=0/298, 1-8=0/459 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 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 - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MU-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 i 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 - r 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 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 oty Ply Park Sq HnVMadrona A_C 2091 Bonus - T11971361 P2091AC-BRT F4 ROOF TRUSS 2 1 efer nce o ti n I Mla-rlorlaa Lumber, barow, I-L. 1 3x6 = w.bau s Aug ib zui / Mi i eK moustries, inc. rn sep ui iz:su:eo zui / rage 1 ID:uaPkHg4maCdl45r8aPYCpGzhxl L-9RuWN07JufklBfwMSYGfIFataGX8buONfx2XgGyiOCz 1-5-0 Scale = 1:18.1 3x3 = 1x3 1x3 3x3 = 2 3 4 5 3x6 = 6 11 10 9 3x3 = 8 7 3x., 3x3 I LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d TCLL 40.0 Plate Grip DOL 1.00 TC 0.39 Vert(LL) 0.03 10-11 999 360 TCDL 10.0 Lumber DOL 1.00 BC 0.32 Vert(TL) 0.05 10-11 999 240 BCLL 0.0 Rep Stress Incr YES WB 0.29 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code FBC20141TPI2007 Matrix) LUMBER- BRACING- 3x3 11 PLATES GRIP MT20 244/190 Weight: 53lb 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=518/0-3-8, 7=518/Mechanical FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-12=-513/0, 6-7=-513/0, 1-2=-461/0, 2-3=-988/0, 3-4=-988/0, 4-5=-988/0, 5-6=-461/0 BOT CHORD 10-11=0/857, 9-10=01988, 8-9=0/857 WEBS 6-8=0/614, 1-11=0/614, 5-8=-550/0, 2-11=-550/0, 5-9=0/313, 2-10=0/313 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 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. 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 M11.7473 rev. 1010312015 BEFORE USE. 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 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 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 ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 216 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type oty Ply Park Sq Hnn/Madrona A_C 2091 Bonus T11971362 P2091AC-BRT F5 ROOFTRUSS 6 1 Referen o tional MId-FIonda Lumber, tianow, FL. 7.640 s Aug ib 2ul7 MI ex Industries, Inc. rn cep Oi i2:30a6 Nl r Page i ID:uaPkHg4maCdl45r8aPYCpGzhxl L-9RuWN07JufklBfwMSYGfIFawlGcsbyyNfx2XgGyiOCz 1-4-0 3x8 1 3x3 2 Scale = 1:9.7 4 3x8 = 3 3x3 11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.22 Vert(LL) 0.00 4 "" 360 MT20 2441190 TCDL 10.0 Lumber DOL 1.00 BC 0.02 Vert(TL) 0.00 3-4 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(TL) 0.00 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 Matrix) Weight: 14 lb FT = 20%F, 11 % E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 1-10-0 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) 3=87/Mechanical, 4=527/Mechanical FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-4=519/0 NOTES- 1) Refer to girder(s) for truss to truss connections. 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 3-1 Od (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 440 lb down at 0-1-8 on top chord. The design/selection of such connection device(s) is the responsibility of others. 5) 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: 3-4=-10, 1-2=-100 Concentrated Loads (Ib) Vert: 1=-440(F) 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 114II.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 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 ANSIfrPl1 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 Hnvmadrona A_C 2091 Bonus T11971363 P2091AC-BRT J3 JACK 1 1 ob efer o ti al mio-nonoa wmoer, aanow, r. nuy 1. 1. 11 ,.., I "' .goy I rayc , I D: WjDyiuZDwOrl I2xygntYl3zgvcy-eeSubM8xeys9ppVZOFnurS674gxPKOC Wubn5CiyiOCy 1-0-0 3-2-0 1-0-0 3-2-0 Scale = 1:12.7 2x4 - LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.09 TCDL 10.0 Lumber DOL 1.25 BC 0.07 BCLL 0.0 ' Rep Stress Incr YES WEI 0.00 BCDL 10.0 Code FBC2014/TP12007 Matrix-M) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=69/Mechanical, 2=209/0-3-8, 4=31/Mechanical Max Horz 2=64(LC 12) Max Uplift3=-28(LC 12), 2=-51(LC 12) Max Grav 3=69(LC 1), 2=209(LC 1), 4=48(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown DEFL. in loc) I/deft Ud PLATES GRIP Vert(LL) 0.00 4-7 999 240 MT20 244/190 Vert(TL) 0.01 4-7 999 180 Horz(TL) 0.00 2 n/a n/a Weight: 12 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-2-0 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=4ft, Cat. 11; 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 3-1-4 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 28 lb uplift at joint 3 and 51 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 parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,1II-7473 rev. 1010312015 BEFORE USE. Design valid for use only with II 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. Brabirig indibatetl is to prevent Ducklibg of ibdivitlual iru54 web and/bi dtidrtl members dhly. 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 ANSIITPH 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 HnVMadrona AC 2091 Bonus Ti1971364 P2091AC-BRT J3C JACK 4 1 b Reference tional mw rwnaa umu aan , rL. /,b u s Aug ib zui i MI I eK Inaustfles, Inc. FO sep ui 1z:3U:b/ zul t rage 1 1 D: WjDyiuZDwOr112xygntYI3zgvcy-eeSubMBxeys9ppVZOFnurS65kgxrKNZWubn5CiyiOCy 2-11-8 1-0.8 2-11-6 R nn57 n I6 6 4 1.5x4 I 3x4 = Scale = 129.7 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.24 Vert(LL) 0.01 5-6 999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.10 Vert(TL) 0.01 5-6 999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.11 Horz(TL) 0.01 3 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix-M) Weight: 22 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 REACTIONS. (lb/size) 6=197/0-7-8, 3=67/Mechanical, 4=28/Mechanical Max Horz 6=142(LC 12) Max Uplift6=-12(LC 8), 3=25(LC 12), 4=-122(LC 12) Max Grav 6=197(LC 1), 3=67(LC 1), 4=102(LC 10) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-5=200/354 Structural wood sheathing directly applied or 2-11-8 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf, BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Encl., GCpi=0.18, MWFRS (directional) and C-C Exterior(2) -1-0-8 to 1-11-8, Interior(1) 1-11-8 to 2-10-12 zone; end vertical left exposed;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 12 lb uplift at joint 6, 25 lb uplift at joint 3 and 122 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 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev, 1010312015 BEFORE USE. - 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 is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the - - rw fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPII Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq Hm/Madrona A_C 2091 Bonus T11971365 P2091AC-BRT J4 JACK 6 1 ii Referen(oMjanall rvuu riu,iva wuu a. nuy .icy u, , - rayc , ID:uaPkHg4maCdl45r8aPYCpGzhxl L-6gOGoi9ZPG_ORz41Z7.17NgflP4H13rSg7FXel8yiOCx 1-0-0 3-7-8 1-0-0 3-7-8 Scale = 1:13.9 2x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.11 Vert(LL) 0.01 4-7 999 240 TCDL 10.0 Lumber DOL 1.25 BC 0.09 Vert(TL) 0.01 4-7 999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix-M) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=78/Mechanical, 2=228/0-8-0, 4=34/Mechanical Max Horz 2=83(LC 12) Max Uplift 3=-41 (LC 12), 2=-71(LC 12) Max Grav 3=78(LC 1), 2=228(LC 1), 4=55(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 3 PLATES GRIP MT20 244/190 Weight: 13 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-7-8 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=24ft, eave=oft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 3-5-12 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 41 lb uplift at joint 3 and 71 lb uplift at joint 2. 6) "Semi -rigid pltchbreaks 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 parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bmang"indicated is to prevent truckling of individual truss web and/or chord members only. Additional temporary and permanent bracingisalwaysrequiredforstabilityandtopreventcollapsewithpossiblepersonalinjuryandpropertydamage. For general guidance regarding the - g fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TPH 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 HnVMadrona A_C 2091 Bonus T11971366 P2091AC-BRT J5 JACK 2 1 ob Reference o tional Ill 1-0-0 - 5-0-0 2x4 = rug io aep vi is rays' ID: WjDyiuZDwOr112xygntYl3zgvcy-6gOGoi9ZPG_ORz41Zzl7NgfGK4Gu3rSg7FXel8yiOCx LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.25 Vert(LL) 0.02 4-7 999 240 TCDL 10.0 Lumber DOL 1.25 BC 0.18 Vert(TL) 0.04 4-7 999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014frPI2007 Matrix-M) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=111/Mechanical, 2=298/0-3-8, 4=46/Mechanical Max Horz 2=90(LC 12) Max Uplift3=-47(LC 12), 2=-60(LC 12) Max Grav 3=111(1_C 1), 2=298(LC 1), 4=76(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:17.3 PLATES GRIP MT20 244/190 Weight: 18 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf, BCDL=3.Opsf; h=15ft; B=45ft; L=24ft, eave=4ft; Cat. 11; Exp B, Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 4-11-4 zone;C-C for members and forces & MWFRS for reactions shown, Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 47 lb uplift at joint 3 and 60 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 - 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 i 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 fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPH Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq HmVMadrona A_C 2091 Bonus T11971367 P2091AC-BRT J7 JACK 17 1 Job Reference t' n I 0 1.9 - V.. may. ID: WjDyiuZDwOrll2xygntYl3zgvcy-aOaf?29CAa6t27fx7gpMwtBMsUY9olipLvGC HbyiOCw 1-0-0 7-40 , 1-0-0 7-0-0 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.52 TCDL 10.0 Lumber DOL 1.25 BC 0.37 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FBC2014/TP12007 Matrix-M) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=157/Mechanical, 2=397/0-8-0, 4=61/Mechanical Max Horz 2=118(LC 12) Max Uplift3=-67(LC 12). 2=-72(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. Scale = 1:23.3 4 DEFL. in (loc) I/deft Ud PLATES GRIP Vert(LL) -0.06 4-7 >999 240 MT20 244/190 Vert(TL) -0.16 4-7 >510 180 Horz(TL) 0.01 2 n/a n/a Weight: 24 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-7-6 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; VuR=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) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 6-11-4 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 67 lb uplift at joint 3 and 72 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 parameters 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 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 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 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 HnVMadrona A_C 2091 Bonus T11971368 P2091AC-BRT J7T SPECIAL 3 1 f rence o ti n I 0 r.ocu s Nug io [u mi i ex mcusrnes, inc. rn a P u i izou zu i r rage i ID: Wj DyiuZDwOrli2xygntYl3zgvcy-aOaf?29CAa6t27fx7gpMwtBOgU UholipLvGCHbyiOCw 2-7-8 7-0-0 1-0-0 2-7-8 4-4-8 2x6 = 1.5x4 11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.39 Vert(LL) 0.08 3-5 995 240 TCDL 10.0 Lumber DOL 1.25 BC 0.59 Vert(TL) 0.18 3-5 467 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.08 5 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix-M) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except* 3-7: 2x4 SP No.3 REACTIONS. (lb/size) 4=140/Mechanical, 2=407/0-8-0, 5=75/Mechanical Max Horz 2=118(LC 12) Max Uplift4=-54(LC 12), 2=-71(LC 12) Max Grav4=140(LC 1), 2=407(LC 1), 5=100(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale = 123.3 0d PLATES GRIP MT20 244/190 Weight: 26 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-3-11 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf; BCDL=3.Opsf; h=15ft; 8=45ft; L=24ft; eave=4ft; Cat. 11, Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 6-11-4 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 54 lb uplift at joint 4 and 71 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 N WARNING •Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1-7473 rev. 10/03/2015 BEFORE USE. - 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 verify, the applicabilityof 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 _ias 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 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 Hm/Madrona A_C 2091 Bonus T11971369 P2091AC-BRT KJ3 JACK 1 1 job Reference o ti nal rvno-nonaa turn-1, aanuw, rL. _.9 . . ' I I D: WjDyiuZDwOrll2xygntYl3zgvcy-2D81 DOAgxtEkgH EBhOKbS5kcXuxrXlxyaZOlp1 yiOCv 1-SO 4-4-4 Scale = 1:12.4 o_ 6 2x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 Vert(LL) 0.01 4-7 999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.15 Vert(TL) 0.03 4-7 999 180 BCLL 0.0 Rep Stress Incr NO WB 0.00 HOrz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix-M) Weight: 16 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=96/Mechanical, 2=287/0-4-15, 4=42/Mechanical Max Horz 2=63(LC 8) Max Uplift3=-33(LC 8), 2=78(LC 8) Max Grav 3=96(LC 1), 2=287(LC 1), 4=67(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 4-4-4 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. 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 33 lb uplift at joint 3 and 78 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. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 43 lb down and 11 lb up at 1-6-1, and 43 lb down and 11 lb up at 1-6-1 on top chord, and 6 lb down and 2 lb up at 1-6-1, and 6 lb down and 2 lb up at 1-6-1 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-60, 4-5=-20 Concentrated Loads (lb) Vert: 9=4(F=2, B=2) 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 MII-7473 rev. 10/03/2015 BEFORE USE. M 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 chordmembersonly. 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 ANSIfTPI1 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 HMMadrona A_C 2091 Bonus T11971370 P2091AC-BRT KJ4 JACK 2 i Job Reference o tional a w, . r.oau s n g io Du i r mi eK mcusmes, mc. rn aep u t iz:,:uu zui r rage i ID: WjDyiuZDwOrll2xygntYl3zgvcy-2D81 DOAgxtEkgHEBhOKbS5kal uv8Xl4yaZOlpl yiOCv 1-5-12 4-2-3 1-5-12 4-2-3 0 4.24 12 6 4 1.5x4 l 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TIC 0.36 Vert(LL) 0.05 5-6 910 240 TCDL 10.0 Lumber DOL 1.25 BC 0.32 Vert(TL) 0.05 5-6 999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.06 Horz(TL) 0.01 3 n/a n/a BCDL 10.0 Code FBC2014ITP12007 Matrix-M) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 6=227/0-11-6, 3=75/Mechanical, 4=38/Mechanical Max Horz 6=194(LC 8) Max Uplift6=-192(LC 4), 3=-81(LC 5), 4=-166(LC 8) Max Grav 6=227(LC 1), 3=75(LC 1), 4=79(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:29.4 PLATES GRIP MT20 244/190 Weight: 27 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-2-3 oc purlins, except end verticals. 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=4ft; Cat. 11; Exp B; Part. Encl., GCpi=0.55, MWFRS (directional); end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load 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 192 lb uplift at joint 6, 81 lb uplift at joint 3 and 166 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. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 131 lb up at 1-6-1, and 131 lb up at 1-6-1 on top chord, and 88 lb up at 1-6-1, and 88 lb up at 1-6-1 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, 2-3=-60, 4-6=-20 Concentrated Loads (lb) Vert: 7=71(F=36, B=36) 8=4(F=2, B=2) 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 Ml1-7473 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 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 ANSI7TPI1 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 HnvMadrona A_C 2091 Bonus T11971371 P2091AC-BRT KJ5 JACK 2 1 of nce o i n rvuu-nunue wnu oan . nuy io aep u i is raye i ID:uaPkHg4maCdl45r8aPYCpGzhxl L-WPhPQjBSiBMblOpKF5sq?IHgGHCBGCB6pDIILTyiOCu 1-5-0 - 7-0-14 2x6 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.65 Vert(LL) 0.06 4-7 999 240 TCDL 10.0 Lumber DOL 1.25 BC 0.46 Vert(TL) 0.19 4-7 436 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.00 Horz(TL) 0.01 2 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix-M) LUMBER - TOP CHORD 2x4 SP No.2 SOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=164/Mechanical, 2=432/0-11-5, 4=72/Mechanical Max Horz 2=108(LC 8) Max Uplift3=-81(LC 8), 2=-136(LC 8) Max Grav 3=164(LC 1), 2=432(LC 1), 4=114(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Scale = 1:17.1 PLATES GRIP MT20 244/190 Weight: 24 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-3-2 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=24ft; eave=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 81 lb uplift at joint 3 and 136 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. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 3 lb down and 11 lb up at 1-6-1, 3 lb down and 11 lb up at 1-6-1, and 7 lb down and 43 lb up at 4-4-0, and 7 lb down and 43 lb up at 4-4-0 on top chord, and 2 lb up at 1-6-1, 2 lb up at 1-6-1, and 8 lb down at 4-4-0, and 8 lb down at 4-4-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=60, 4-5=-20 Concentrated Loads (lb) Vert: 9=-10(F=-5, B=-5) 10=4(F=2, 13=2) 11=17(F=-8, B=-8) 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 MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall buildingdesign. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and emianent bracing9B P 9 Y P ry P 9" 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 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 Hm/Madrona A_C 2091 Bonus T71971372 P2091AC-BRT KJ7 JACK 4 1 Job Reference (optional) MIo rlorloa Lomoer, .arrow, IL. Mug ID o p u I is 119a, I ID: Wj DyiuZDwOrl I2xygntYl3zgvcy-WPhPQjBSiBMblQpKF5sq?IHkPHDZG7s6pDIILTyiOCu 1-5-0 ) 5-2-5 9-10-13 _ 1-5-0 5-2-5 4-8-8 0.] Scale = 1:22.9 2x4 tx4 II 5 3x4 = LOADING (psf) SPACING- 2-0-0 CSI- DEFL. in loc) I/deft L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.38 Vert(LL) 0.03 6-7 999 240 TCDL 10.0 Lumber DOL 1.25 BC 0.44 Vert(TL) 0.09 6-7 999 180BBCLL0.0 Rep Stress Incr NO W0.34 Horz(TL) 0.01 5 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix-M) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. ( lb/size) 4=130/Mechanical, 2=522/0-11-5, 5=314/Mechanical Max Horz 2=118(LC 21) Max Uplift4=-55(LC 8), 2=109(LC 8), 5=-47(LC 8) PLATES GRIP MT20 244/190 Weight: 42 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. FORCES. ( lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-11=-743/82, 11-12=-707/91, 3-12=664/92 BOT CHORD 2-14=-151/666, 14-15=-151/666, 7-15=-151/666, 7-16=-151/666, 6-16=-151/666 WEBS 3-7=0/258, 3-6=723/164 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. 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 55 Ib uplift at joint 4, 109 Ib uplift at joint 2 and 47 Ib uplift at joint 5. 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) 43 Ib down and 11 Ib up at 1-6-12, 43 Ib down and 11 Ib up at 1-6-12, 64 Ib down and 41 Ib up at 4-4-12, 64 Ib down and 41 Ib up at 4-4-12, and 88 Ib down and 68 Ib up at 7-2-11, and 88 Ib down and 68 Ib up at 7-2-11 on top chord, and 6 Ib down and 2 Ib up at 1-6-12, 6 Ib down and 2 Ib up at 1-6-12, 18 Ib down at 4-4-12, 18 Ib down at 4-4-12, and 33 Ib down at 7-2-11, and 33 Ib 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 (plf) 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, B=-5) 16=-35(F=-17, B=-17) 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 Ml1-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design. parameters and property incorporate this design into the overall _ building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 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 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 1 Job Truss Truss Type Qty Ply Park Sq HnvMadrona A_C 2091 Bonus T11971373 P2091AC-BRT KJ77F SPECIAL 1 1 Job Reference o tion I Mia-rmnoa Lumoer, oanow, rL. -—.1 ,.,.y —.1 , ... ---1 _ . . _,- . I D: Wj DyiuZDwOrl 12xygntYl3zgvcy-_bFne3C4TVU Sva0WooN3Y Wpr8hS I?cYF1 tVsuvyi= 1-5-0 3-7-13 6-7-9 9-10-13 1-5-0 3-7-13 2-11-12 3-3-4 1 3x5 = 1.5x4 II Scale = 1:23.0 v dN Od LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2014/TP12007 CSI. TIC 0.64 BC 0.85 WB 0.25 Matrix-M) DEFL. in Vert(LL) -0.19 Vert(TL) -0.45 Horz(TL) 0.18 loc) I/defl Ud 9 >610 240 9 >261 180 6 n/a n/a PLATES MT20 Weight: 40 lb GRIP 2441190 FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP DSS TOP CHORD Structural wood sheathing directly applied or 4-0-3 oc purlins. BOT CHORD 2x4 SP No.2 `Except` BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 3-10: 2x4 SP No.3 6-0-0 oc bracing: 2-10. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 5=57/Mechanical, 2=675/0-11-5, 6=368/Mechanical Max Horz 2=118(1_C 8) Max Uplift5=-23(LC 8), 2=183(LC 8), 6=-96(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-883/214 BOT CHORD 3-17=-264/857, 8-17=-259/845, 8-18=-262/854, 7-18=262/854 WEBS 4-8=-58/280, 4-7=-939/288 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. 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 23 lb uplift at joint 5, 183 lb uplift at joint 2 and 96 lb uplift at joint 6. 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) 43 lb down and 11 lb up at 1-6-12, 43 lb down and 11 lb up at 1-6-12, and 82 lb down and 55 lb up at 7-2-11, and 82 lb down and 55 lb up at 7-2-11 on top chord, and 6 lb down and 2 lb up at 1-6-12, 6 lb down and 2 lb up at 1-6-12, 73 lb down and 53 lb up at 4-4-12, 73 lb down and 53 lb up at 4-4-12, and 38 lb down and 17 lb up at 7-2-11, and 38 lb down and 17 lb up 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 (plf) Vert: 1-3=60, 3-5=-60, 10-11=-20, 9-1O=20, 3-6=-20 Printed copies of -this document are Concentrated Loads (lb) not considered signed and sealed andVert: 15=-20(F=-10, B=-10) 16=4(F=2, B=2) 17=-145(F=-73, B=-73) 18=-62(F=-31, B=-31) g 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-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 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 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 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 Hm/Madrona A_C 2091 Bonus T71971374 P2091AC-BRT M1 MONO TRUSS 13 1 ob Reference o tional v rR uumnes, nic. rn oe I D: uaPkHg4m aCdl45r8aPYCpGzhxl L-_bFne3C4TVU SvaO WooN3YWpzyhezWRF1 tVsuvyiOCt 1-0-0 4-0-0 Scale = 1:14.8 3 2x4 = 4 1.5x4 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.14 Vert(LL) 0.01 4-7 999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.10 Vert(TL) 0.02 4-7 999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix-M) Weight: 17 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=245/0-8-0, 4=123/Mechanical Max Horz 2=75(LC 12) Max Uplift2=-55(LC 12), 4=-31(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown BRACING - TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins, except end verticals. 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=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 3-10-4 zone;C-Cfor 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 55 lb uplift at joint 2 and 31 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 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1.7473 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 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 - r is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the KNOW 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 Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq Hnn/Madrona A_C 2091 Bonus T11971375 P2091AC-BRT MG1 JACK 1 1 Job Reference (optional) Mic-nonca LUMDer. oanow, r. Ia n 2x4 = 3-2-0 3-2-0 3-2-0 r uy o uacy v i i rayc i ID: WjDyiuZDwOrli2xygntYl3zgvcy-Sop9rPC iEocJXkyjM Wul4jM8g5z1 k6hPGXEPQMyiOCs Scale = 1:12.7 LOADING ( psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2014/TPI2007 CSI. TC 0.13 BC 0.18 WB 0.00 Matrix- M) DEFL. in Vert( LL) -0.01 Vert( TL) -0.02 Horz( TL) 0.00 loc) I/defl Ud 3- 6 >999 240 3- 6 >999 180 1 n/a n/a PLATES GRIP MT20 244/190 Weight: 10 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-2-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. ( lb/size) 1=225/0-3-8, 2=80/Mechanical, 3=59/Mechanical Max Horz 1=43(LC 8) Max Uplift 1 =-28(LC 8), 2=-31(LC 8), 3=-2(LC 8) Max Grav 1=225(LC 1), 2=80(LC 1), 3=63(LC 3) FORCES. ( lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vuft=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft, L=24ft; eave=Oft; Cat. II; Exp B; 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 28 lb uplift at joint 1, 31 lb uplift at joint 2 and 2 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 33 lb up at 1-3-13 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 (pIf) Vert: 1-2=60, 3-4=-20 Concentrated Loads (Ib) Vert: 7=-116(B) Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valid for use only with 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 is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the - - fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB-89 and 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 HnVMadrona A_C 2091 Bonus T71971376 P2091AC-BRT Pat PIGGYBACK 5 1 ob R f ence o tional dl MIa-Flonaa Lumber, Bartow, FL. /.b4U s Aug 16 2u1 / MI 1 ex industries, Inc. Fn Sep ui 1z:31:W 201 t rage 1 ID: WjDyiuZDwOrl l2xygntYl3zgvcy-Sop9rPCiEocJXkyjM Wul4j MAV5?Nk6hPGXEPQMyiOCs i 2-0-0 4-0-0 2-0-0 2-0-0 3x4 = Scale = 1:8.2 3 2x4 = 2x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.03 Vert(LL) 0.00 4 n/r 120 TCDL 10.0 Lumber DOL 1.25 BC 0.03 Vert(TL) 0.00 4 n/r 120 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 10 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix-M) LUMBER- BRACING- PLATES GRIP MT20 244/190 Weight: 10 lb FT = 20% TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 2-1-6. lb) - Max Horz 2=-16(LC 10) Max Uplift All uplift 100 lb or less at joint(s) 2, 4 Max Grav All reactions 250 lb or less at joint(s) 2, 4, 2, 4 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10: Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf, h=15ft; B=45ft, L=24ft, eave=4ft, Cat. II; Exp B, Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 4, 2, 4. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 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 verify the applicability of design parameters and properly incorporate this design into the overall buildingdesign. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. ' Additional temporary and permanent bracing r99PgYPry i 9 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 ANSItTP11 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 Hm/Madrona A_C 2091 Bonus - T11971377 P2091AC-BRT T1 HIP 1 1 ference o lion I wo-rionoa Lumber, banow, rL. / u s rb9 .. .... Mi - maumnes, inc. r aep u i< ,: [u. r rage . I D: WjDyiuZDwOrli2xygntYl3zgvcy-w_NX31DK?6kA9uXvwDPXdxvlwVDbTX1 YVB_zyoyiOCr i 3-9-4 1-0.0 7-00 840 11-6-12 15-4-0 To32 03-9-4 - Scale = 1:29.0 4x4 = 4 4x4 = 5 1.4 II 3x4 = 3x4 = 1.4 II 3x4 = 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.24 Vert(LL) 0.05 11 999 240 TCDL 10.0 Lumber DOL 1.25 BC 0.54 Vert(TL) 0.12 11-12 999 180 BCLL 0.0 Rep Stress Incr NO WB 0.19 Horz(TL) 0.05 7 n/a n/a BCDL 10.0 Code FBC2014TTP12007 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=1143/0-3-8, 7=1143/0-3-8 Max Horz 2=-77(LC 6) Max Uplift2=-256(LC 8), 7=-256(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=1965/416, 3-4=-1755/409, 4-5=1549/384, 5-6=-1755/409, 6-7=-1965/416 BOT CHORD 2-12=-314/1710, 11-12=-314/1710, 10-11=-265/1549, 9-10=-314/1710, 7-9=-314/1710 WEBS 3-11=-295/130, 4-11=-65/490, 5-1O=65/490, 6-10=-296/130 PLATES GRIP MT20 244/190 Weight: 77 lb FT = 20% Structural wood sheathing directly applied or 4-1-4 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=15ft; B=45ft, L=24ft; eave=41t; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except 0=1b) 2=256, 7=256. 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) 194 lb down and 172 lb up at 7-0-0, and 194 lb down and 172 lb up at 8-4-0 on top chord, and 327 lb down and 75 lb up at 7-0-0, and 327 lb down and 75 lb up at 8-3-4 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: 14=60, 4-5=-60, 5-8=-60, 13-16=-20 Concentrated Loads (lb) Vert: 4=-142(F) 5=-142(F) 11=-327(F) 10=-327(F) Id 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 M11.7473 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 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 bracingisalwaysrequiredforstabilityandtopreventcollapsewithpossiblepersonalinjuryandpropertydamage. For general guidance regarding the fabrication, 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 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 Hm/Madrona A_C 2091 Bonus T71971378 P2091AC-BRT T2 COMMON 5 1 Job Reference o lion mic-monoa Lumoer, canoes, rL. r.oau s ,vug io zui rsines, mc. - aep ui — i:uo zu i i rage i ID: uaPkHg4maCdl45r8aPYCPGzhxl L-PAxwG5Eym Qs 1 m265Uxwm98ROgvZpC7Mhkrj WVEyiOCq 1-0-0 7-8-0 - 15-4-0 16-4-0 i 1-0-0 7-8-0 7-8-0 1-0.0 Scale = 129.3 4x4 = 3 3 3x5 = 1x4 II 3x5 = Ia 7-8-0 7-8-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 Vert(LL) -0.05 6-9 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.48 Vert(TL) -0.13 6-9 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.12 Horz(TL) 0.01 4 n/a n/a BCDL 10.0 Code FBC20141TP12007 Matrix-M) Weight: 57 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-2-15 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=673/0-3-8, 4=673/0-3-8 Max Horz 2=-83(LC 10) Max Uplift2=-188(LC 12), 4=-188(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-13=-744/210, 13-14=-643/222, 3-14=-634/234, 3-15=-634/234, 15-16=-643/222, 4-16=-744/210 BOT CHORD 2-6=84/575, 4-6=-84/575 WEBS 3-6=0/308 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. 11; 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 7-8-0, Exterior(2) 7-8-0 to 10-8-0 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 100 Ito uplift at joint(s) except fjt=lb) 2=188, 4=188. 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 parameters 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 i 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 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 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 oty Ply Park Sq HrtVMadrona A_C 2091 Bonus T71971379 P2091AC-BRT T3 HIP 1 1 b Refere ce o ti miurunue 1L. I I ay i.cyvi royc ID:uaPkHg4maCdl45r8aPYCpGzhxl L-PAxwGSEymQs1 m265Uxwm98RQPvbNCODhkrjWVEyiOCq 1-40 7-0-0 8-4-0 _ 15-4-0 _ — 16-a=o_ 1-0-0 7-0-0 1-4-0 7-0-0 0 Scale = 1:29.0 4x4 = 4x4 = 3 4 3x4 = 1x4 II 1x4 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl Lid TCLL 20.0 Plate Grip DOL 1.25 TC 0.45 Vert(LL) 0.05 7-14 999 240 TCDL 10.0 Lumber DOL 1.25 BC 0.38 Vert(TL) 0.13 7-14 999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.06 Horz(TL) 0.02 5 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 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=673/0-3-8, 5=673/0-3-8 Max Horz 2=-77(LC 10) Max Uplift2=-188(LC 12), 5=-188(LC 12) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-15=-770/250, 15-16=-711/256, 3-16=-676/272, 3-4=607/287, 4-17=676/272, 17-18=-711/256, 5-18=-770/250 BOT CHORD 2-8=-113/604, 7-8=-114/607, 5-7=-116/604 3x4 = PLATES GRIP MT20 244/190 Weight: 62 lb FT = 20% Structural wood sheathing directly applied or 5-5-3 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=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 7-0-0, Exterior(2) 7-0-0 to 8-4-0, Interior(1) 12-6-15 to 16-4-0 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 100 lb uplift at joint(s) except (jt=lb) 2=188, 5=188. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. I" d 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-7473 rev. 1010312015 BEFORE USE. 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 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 ANSIITP11 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 Ply Park Sq HMMadrona A_C 2091 Bonus - 7tyP2091AC-BRT T11971380 T4 HIP 1 f r rice o do I Mid-rlorloa Lumber, Canow, FL. 7.b4u s Aug 1b 201 r MI I ex Industries, Inc. rn sep Vl IZ:3l:Ub Zul I rage 1 1D:uaPkHg4maCdl45r8aPYCpGzhxl L-tNVITRFbXj_uOChHI eR7iM_b8lyCxSGryVT31 hyiOCp 1-0-0 5-0-0 10-4-0 15-4-0 1&g1-a0 5-0-0 5-4-0 5-0-0 1-40 Scale = 1:29.0 4x8 = 3 16 4x4 = 17 4 3x4 = 1x4 II 3x4 = 5-0.0 10-4-0 15-4-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.38 Vert(LL) 0.02 7-8 999 240 TCDL 10.0 Lumber DOL 1.25 BC 0.28 Vert(TL) 0.07 7-8 999 180 BCLL 0.0 Rep Stress Incr YES WB 0.08 Horz(TL) 0.02 5 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix-M) LUMBER- BRACING - 3x4 = PLATES GRIP MT20 244/190 Weight: 66 lb FT = 20% TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-10-4 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. (Ib/size) 2=673/0-3-8, 5=673/0-3-8 Max Horz 2=-58(LC 10) Max Uplift2=-188(LC 12), 5=-188(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-15=-932/341, 3-15=-871/353, 3-16=-784/360, 16-17=-784/360, 4-17=-784/360, 4-18=-871/352, 5-18=-933/341 BOT CHORD 2-8=-218/778, 7-8=-217/783, 5-7=-222/778 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. 11; 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 5-0-0, Exterior(2) 5-0-0 to 14-9-8, Interior(1) 14-9-8 to 16-4-0 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 100 lb uplift at joint(s) except 0=11b) 2=188, 5=188. 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 WARNING - Verily design parameters 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 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 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, 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 Hm/Madrona A_C 2091 Bonus T71971381 P2091AC-BRT T5 SPECIAL 1 1 f r n e o ti n l Mid -Florida Lumber, Bartow, FL. 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri Sep 01 12:31:07 2017 Page 1 ID: WjDyiuZDwOrll2xygntYl3zgvcy-LZ3ghnGD1161OLGUbMyEFZXIZiBdgn9_B9CdZ7yiOCo 1-0-0 5-0-0 6-4-0 6-2-0 12-2-0 15-4-0 16-4-0 1-D-0 5-0-0 1-4-0 1-10.0 4-0-0 32-0 1-0-0 Scale = 129.4 4x4 = 5x5 = 3x4 = 410 = 1x4 II 3x5 = 4x4 = LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.47 Vert(LL) -0.10 10-11 >999 240 MT20 2441190 TCDL 10.0 Lumber DOL 1.25 BC 0.91 Vert(TL) -0.24 10-11 >755 180 BCLL 0.0 Rep Stress Incr NO WB 0.61 Horz(TL) 0.05 7 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix-M) Weight: 72 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-2-3 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 9-7-3 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=121210-3-8, 7=1054/0-3-8 Max Horz 2=-58(LC 23) Max Uplift2=-276(LC 8), 7=-236(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=2088/451, 3-4=1838/428, 4-5=3190/708, 5-18=2703/585, 18-19=-2703/585, 6-19=-2703/585, 6-7=-1778/368 BOT CHORD 2-11=-351/1799, 11-20=-370/1863, 10-20=-370/1863, 10-21=-283/1551, 9-21=-283/1551, 7-9=286/1545 WEBS 3-11=-100/700, 5-1 0=-1 5791372, 6-10=-268/1252, 4-10=-331/1600 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=276, 7=236. 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) 171 lb down and 148 lb up at 5-0-0, 171 lb down and 148 lb up at 6-4-0, and 64 lb down and 44 Ib up at 11-4-12, and 117 lb down and 98 lb up at 12-2-0 on top chord, and 311 lb down and 75 lb up at 5-0-0, 311 lb down and 75 lb up at 6-3-4, and 39 lb down and 15 lb up at 11-4-12, and 53 lb down at 12-1-4 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 p 'Printed copies of this document areVert: 1-3=60, 3-4=-60, 4-5=-60, 5-6=-60, 6-8=-60, 12-15=-20 p Concentrated Loads (lb) not considered signed and sealed and Vert: 3=-97(F) 4=-97(F) 6=-20(F) 11=311(F) 9=-24(F) 19=-20(F) 20=-311(F) 21=39(F) the signature must be verified on any electronic copies WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and 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 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 HmlMadrona AC 2091 Bonus T11971382 P2091AC-BRT V1 GABLE 1 1 o f r nce o tional miununua Lu,nuer, Barr L.,.o»v„uy,,.„„,,,,,,,,.. ,,.,ap .,..., ,., ,,,, , aye, ID:uaPkHg4maCdl45 a'YCpGzhxlL-LZ3ghnGD1161OLGUbMyEFZXgOiLugwj_B9CdZ7yiOCo r 6-11-3 12-3-3 13 6-11-3 5-4-0 1-0.0 4x4 = Scale = 1:23.4 3 3x4 9 8 7 i 1x4 II 1.4 II 1x4 II 3x6 I LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft Lid TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) 0.00 6 n/r 120 TCDL 10.0 Lumber DOL 1.25 BC 0.12 Vert(TL) 0.00 6 n/r 120 BCLL 0.0 ' Rep Stress Incr YES WB 0.06 Horz(TL) 0.00 5 n/a n/a BCDL 10.0 Code FBC2014/7PI2007 Matrix) LUMBER- BRACING- PLATES GRIP MT20 244/190 Weight: 49 lb FT = 20% 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. OTHERS 2x4 SP No.3 SLIDER Right 2x4 SP No.3 1-4-14 REACTIONS. All bearings 12-3-3. lb)- Max Horz 1=-61(LC 10) Max Uplift All uplift 100 lb or less at joint(s) 1, 5, 8, 9, 7 Max Grav All reactions 250 lb or less at joint(s) 1, 5 except 8=277(LC 1), 9=307(LC 21), 7=285(LC 22) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. 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; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-7-7 to 3-7-7, Interior(1) 3-7-7 to 6-11-3, Exterior(2) 6-11-3 to 9-11-3 zone;C-C for members and forces & MWFRS for reactions shown, Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 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. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 5, 8, 9, 7. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. I6d 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 MII-7473 rev. 101031201E 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 propedy 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 ANSlfTPl1 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 Hm/Madrona A_C 2091 Bonus - T11971383 P2091AC-BRT V2 VALLEY 1 1 b Reference o ti nal Mla-rl0naa LUmoer, uartm, FL. /.640 s Aug 16 2017 Mi uk uiuumiice, u¢. F,i acy v, 12.3,06 2017 rnyc ID:uaPkHg4maCdl45r8aPYCpGzhxlL-pld2u7Gr3LEbeVrg93UTnn3 w6g5PN98QpyA5ZyiOCn i 4-11-3 9-10-6 i 4-11-3 4-11-3 Scale = 1:18.2 4x4 = 2 4 2x4 i 1x4 II 2x4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.24 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.19 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.05 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2014frPI2007 Matrix) Weight: 32 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. OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 1=157/9-10-6, 3=157/9-10-6, 4=376/9-10-6 Max Horz 1=-41(LC 10) Max Uplift 1 =-34(LC 12), 3=-34(LC 12), 4=-48(LC 12) Max Grav 1=159(LC 21), 3=159(LC 22), 4=376(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft, Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-7-7 to 3-7-7, Interior(1) 3-7-7 to 4-11-3, Exterior(2) 4-11-3 to 7-11-3 zone,C-C for members and forces & MWFRS for reactions shown, Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3, 4. 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 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 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 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 - - - - r - - - --- 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 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 Park Sq HMMatlrona A_C 2091 BonusT119713S4717PyP2091AC-BRT V3 VALLEY 1 Reference (optional) 1id-Rurida Lumber, oanvw, FL. r,ocu s nug 6 2017 Mi i ek a du i,i s, mc. rn Sep u 2.3i.08 20I / rage i ID: uaPkHg4maCdl45r8aPYCpGzhxl L-pld2u7Gr3LEbeVrg93UTnn30_6ekPNw8QpyA5ZyiOCn I 2-11-3 5-10-6 2-11-3 2-11-3 Scale: 1"=1' 3x4 = 2 2x4 2x4 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.11 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.27 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 17 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-10-6 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=185/5-10-6, 3=185/5-10-6 Max Horz 1=22(LC 11) Max Uplift 1 =-31 (LC 12), 3=-31(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 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=15ft; B=45ft; L=24ft, eave=oft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. 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 WARNING - Vwffy design Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev. 10/03/2015 BEFORE USE. - Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and 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 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 ym ®ls PLATE LOCATION AND ORIENTATION 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. O'116 " For 4 x 2 orientation, locate plates 0- 'lid' from outside edge of truss. This symbol indicates the required direction of slots in connector plates. Plate location details available in MiTek 20/20 software or upon request. PLATE SIZE The first dimension is the plate width measured perpendicular4x4toslots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION NMINA Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. 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/TPI1: 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. 6-4-8 1 dimensions shown in ft-in-sixteenths Drawings not to scale) 1 2 3 TOP CHORDS ci-2 C2-3 o WEBS A04OO 0- OO C7-8 C6- F- BOTTOM CHORDS 8 7 6 5 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. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. 2012 MiTek® All Rights Reserved MiTek Engineering Reference Sheet: MII-7473 rev. 10/03/2015 I General Safety Notes 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 considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by Al 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 purlins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 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 Quality Criteria. U) Lu J W 2 U O Z J_ Q LuLu Z I— Q 0 15' 4" J Z Q LLJ U) Z O ryo c p: U Lu LLI Z O Z O U) ULLJ J Q p Lu Lu d7U) 1 Q0 LL LLJ U Q 2 HU) Lu Z J O U) Q C° ui D 0 Z CU w p ui Q c Z .N Z> fn O 1I I 1I I 110=11Iii =I Z Z O U' U Lu LJJ IL J BONUS RM. iY Q 6i O Omj J Z LL Q 22" re IN 14'- 8" U I U U 3 CJ3 I I 5 I A8T 2-PLY 12"TRAY C#LG A7T 2-PLY A6 2-PLY L--------- A5 A4 A3 A2 Al Al Al Al Al A2 HGUS28-3 A3G 2-PLY a va v v v v v a v v vn HGUS26-2M1 , A4A Mt J ILL J lei LL LL LL LL LL BONUS RM WALL a N ASA M1 rt Q L V3 A6A M1 rf T- 11112 , 11' 3" 1 V2 A7A M1 F2 V1 HGUS26-2 B1 2-PLY M1 jt,Ft r p B6 j J7 M1 IF1B42-PLY CJ5 v Bs M1 L F1 U B7 CJ3 p F1 M1 m B7 m Q M N N h c v m m m m m M1 F1 i, M7 Ft B9 U 9 7 v M1 J F1 o C1C C1c f` I 0 F5 (6) F1G U U v a v a v a v L d t'' d t, d 11'-4" BRG.HGT. 14'-8" PLT. HGT. C 3 N d 6 1 C 1 FIRST FLOOR GARAGE 1 4'-4" 10'-8" :+ p 6' _II 19'- 4" T 0" 5' 4^ 13 - 4" I 1 1VL.0 APPROVED TRUSS ANCHOR BY BUILDER PLUMB CUT OVERHANG HEEL HEIGHT = 2 x 4 BOTTOM = 2 x 4 TOP= 2x4 12 / 6.0 12 a ' 12" TRUSS END DETAIL 1 7 ^ 9 J L 21 - HUS26 1- PLY HGR d 3EN, 27 - HHUS46 FLR HGR 2 - HGU528-3 3-PLY HGR SANFORD LJ LJ 2 - HGUS26-2 2-PLY HGR OFpA R MID -FLORIDA LUMBER ACQUISITIONS BARTOW, FLORIDA 2091 -A or C BONUS RM. DEL TRAY CLG. Madrona - A or P2091 AC-BRT SRE iE..__. N/A J9-1-17 Bmax s RECORD COPY Permit # City of Sanford Building and Fire Prevention Product Approval Specification 1 7 - 2 9 3 3 Project Location Address -:, 7ff w'; TA Fo U\LD,rVc SANFORD P'A Rn 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 w/ sidelite FL8871.6 Sliding MI Windows and Doors Series 420 Alum SGD - 3 Panel FL 15332.9 Sectional Clopay Building Products 941T40-W4 FL15279.20 Roll Up Automatic Other 2. Windows Single Hung MI Windows & Doors Series GA 185 Aluminum SH FL 17499.2 Horizontal Slider Casement Double Hung 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 Florida Approval # including 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 Roofing slate Cements/ Adhesives / Coating Liquid Applied Roofing Systems Roof Tile adhesive Spray Applied Polyurethane Roofing E.P.S. Roof Panels Roof Vents Other June 2014 Category/Subcategory Manufacturer Product Description Florida Approval # include decimal) 5. Shutters Accordion Bahama Colonial Roll up 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 B. New Exterior Envelope Products Applicant's Signature Applicant's Name Please Print) June 2014 Florida Building Code Online Page 1 of 4 BCIS Home Log in j User Registration Hot Topics Submit Surcharge I Stats &Facts Publications ? FBC Staff 3 BCIS Site Map Links Search product Approval USER: Public User Product Approval Menu > Product or ApDlication Search > Application List > Application Detail FL # FL8871-R7 Application Type Revision Code Version 2014 Application Status Approved Comments Archived Product Manufacturer Address/Phone/Email Authorized Signature Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email 0 Therma-Tru Corporation 118 Industrial Drive Edgerton, OH 43517 419) 298-1740 rickw@rwbldgconsultants.com Vivian Wright rickw@rwbidgconsuItants.com Category Exterior Doors Subcategory Swinging Exterior Door Assemblies Compliance Method Evaluation Report from a Florida Registered, Architect or a Licensed Florida Professional Engineer i 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 J. King, P.E. i Validation Checklist - Hardcopy Received Certificate of Independence FL8871 R7 COI (a) CERTIFICATE OF INDEPENDENCE.odf Referenced Standard and Year (of Standard) 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 Equivalence of Product Standards Certified By Florida Licensed Professional Engineer or Architect FL8871 R7 Eauiv of STANDARDS (a).odf http://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQvADgty3Ij Wak2nHrp... 9/18/2017 Florida Building Code Online Page 2 of 4 Sections from the Code Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved Summary of Products Method 1 Option D 10/13/2016 12/13/2016 10/21/2016 12/15/2016 FL # Model, Number or Name Description 8871.1 a. "ClassicCraft Rustic" Series 3'6 x ST "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 8871.1.1)df 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.pdf 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 II (a) INST 8871.2.pdf 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 3'6 x 8'0 "Impact" Opaque Fiberglass Single Door with Rustic" Series Sidelite (OX or XO) - Inswing or Outswing Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL8871 R7 II (a) INST 8871.3.pdf 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.pdf 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 "J" 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 3'6 x 8'0 "Impact" Opaque Fiberglass Single Door with Rustic" Series Sidelites (OXO) - Inswing or Outswing Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL8871 R7 II (a) INST 8871.4.pdf 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.pdf 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 "J" 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 i 8871.5 e. "FiberClassic" or "SmoothStar" 3'0 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.pdf 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.pdf Created by Independent Third Party: Yes http://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgty3Ij Wak2nHrp... 9/18/2017 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.pdf 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.pdf 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 "J" 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 8871.7.1)df 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.pdf 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 "J" 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 8871.8.1)df 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.pdf specific Model and for any other additional use limitations Created by Independent Third Party: Yes and installation instructions. 8871.9 SmoothStar", 6'0 x 8'0 "Impact" Opaque Fiberglass Double Door withFiFtibeClas!c",r Craftor "ClassicCraft Sidelites (OXXO) - Inswing or Outswing Series Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL8871 R7 II (a) INST 8871.9.1)df 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.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 " J" 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 Neat Contact Us :: 2601 Blair Stone Road, Tallahassee FL 32399 Phone: 850-487-1824 The State of Florida is an AkEEO 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 Approvaal Accepts: iu r -=" 9 0 http://, Aw",.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgty3Ij Wak2nHrp... 9/18/2017 Florida Building Code Online Page 4 of 4 Credii Card Safe. http://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgty3Ij Wak2nHrp... 9/18/2017 THERMA TP.0 DOORS 1 1 B INDUSTRIAL DR,., EDGERTON, OH 4351 7 SMOOTH STAR & FIBER CLASSIC FIBERGLASS SINGLE "IMPACT" DOOR w/ "NON -IMPACT" SIDELITE INSWING / OUTSWING GENERAL NOTES 1. This product has been evaluated and is in compliance with the 5th Edition (2014) Florida Building Code (FBC) structural requirements including the "High Velocity Hurricane Zone" (HVHZ), 2. Product anchors shall be as listed and spaced as shown on details. Anchor embedment to base material shall be beyond wall dressing or stucco. 3. When used in the "HVHZ° the opaque door complies with Section 1626 of the Florida Building Code and does not require an impact resistant covering. The non -impact sidelite must be protected with an impact resistant covering complying With Section 1626 of the FBC. 4. When used in areas outside of the "HVHZ' requiring wind bome debris protection the opaque door complies with Section 1609.1.2 of the FBC and does not require an impact resistant covering; The door panel meets missile level "D" and includes Wind Zone 4 as defined in ASTM E1996 and Section 1609.1.21 of the FBC. The non -impact sidelites must be protected with an impact resistant covering complying with Section 1609.1.2 of the FBC: 5. For 2x stud framing constructiom anchoring of these units shall be the some 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 #4 under active doors, and all sills used under the sidelites, meet water infiltration requirements for "HVHZ". B, Inswing configurations and outswing configurations using sill item 45 under the door do not meet the water infiltration requirements for the "HVHZ' and shell 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# DESCRIPTION 1 Typical elevations, design pressures & general notes 2 Door panel details (Smooth star) 3 Door panel details (Fiber classic) 4 Sidelile panel details 5 1. Horizontal cross sections 6 1 Vertical cross sections 7 Vertical cross sections B Buck and frame anchoring - 2X buck masonry construction 9 Frame anchoring -1X buck masonry construction 10 Components & Glazing details 1 T Bill of Materials N 54.75" MAX. O.A. FRAME WIDTH -- j^ rl 'K Q n N..7 O• m 37.75" MAX. 15.50" MAX. Z d m FRAME WIDTH FRAME WIDTH PANE WIDTH — I r ^I PANEL WIDTH Illl o n c; z6 I111 m a N .. a k z Em .98 °g on e 6m Z Gam. jw Aj0. Orr m w z O p 4 g5 xgdU H N y~ J W 2 2 d Q en en¢ J¢ a V o K0 w a a Um C)VERALL DESIGN PRESSURE (PSF)' OOR TYPE SWING FRAME pIMENSION , POSITIVE NEGATIVE INSWING 54.75" x 98.00" 60.0 60.0 SMOOTH STAR OUTSWING 54.75" x 96.50" 65.0 65.0 INSWING 54.75" x 98.00" 60.0 60.0 FIBER CLASSIC OUTSWING 54.75" x 96.50" 65.0 65.0 See Sheet 10 for design pressure limitations. L N.T.S. M. DWS BY.. LFS W.: FL-8871.6 a 1 OF 11 it/'// 11 Al . 9''. m 44 47 41 EXTERIOR 47 41 43 Z 5y a °mn1l• m 77 HB LI 11111 ° N oQ 2 INTERIOR 46 46 42 P a rg g m@ W2e 5 rm 1 HORIZONTAL CROSS SECTION a r m d a 4 2 < O 47 Z NJ O 4•W V) I I Nr w O — m ¢O 1.53" '{ w W ao2 TYP. 4 13 CORNERS 0 o OF PANEL a EXTERIOR INTERIOR o ° 0 a a D 42 TOP RAIL 43 LOCK STILE X, Of m DETAIL A -A DOOR PANEL 40 Smooth star 41 0 m N m N 00000000 42 v W O 0000000 a`:E i>n 00000000 qq r 0 U 000000000000000000000Io00000000y) 1. 53' cR 013- 00000000 46 46 d a a 0000000 00000000 'O• » 0000000 00000000 OO 45 ° 0000000m o n th 00000 M N QQ 0000 O . N 0000000 9 44 HINGE Sillf 45 BOTTOM RAIL 0000000 28.86%0PEN 0000000005122108 n N ^ oz 2 VERTICAL CROSS SECTION oAre: D5 22 D8 AREA MAX 0000000 2 0000000045sr., r. N. T.S. 0000000 DWO. BY: DWS 00000000 CHN. BY-. LFS DETAIL A - A ORAMNG No.: Panel reinforcement FL-8871.6 SHEET 2 OF 1 1 64 66 67 61 EXTERIOR 67 61 L DETAIL A -A -J o 60 DOOR PANEL Flber classic 000000000000000000000000000000000000000000000000000000000o0e000000000000000000000000000000000000000000000 000000000 0 00000 000000000000000000000000000000000000000000000000000000000000 DETAIL A -A Panel reinforcement INTERIOR 1 HORIZONTAL CROSS SECTION 3 TYP. 4 I CORNERS OF PANEL C/1LLLLLLI o• 62 i0P RAIL I o 0 0 D HINGESi1LE 65 BOTTOM RAIL 28.86% OPEN AREA MAX. q. z° z 6; oil`` Ym o t9 z° 4 G z m° ouL05LW u o ua p oa a in 0- 4a 0 E0 ctj I EXTERIOR INTERIOR 2 VERTICAL CROSS SECTION 3 SCALE: N.T.S. DWG. eY.. DWS DHK. WC LFS DRAWING NO.. FL- 8871.6 SHEET L OF 11 0 13.75" MAX. PANEL WIDTH U 4 w 2 z f 4 a 3 2i 4 P D 70 SIDELITE PANEL FA o T 71 TOP RAIL Sldelite 72 STILESldelite cQ 73 BOTTOM RAIL Sldelite 6.49" MAX. D.L.0 EXTERIOR J INTERIOR \r-J HORIZONTAL CROSS SECTION 4 (Classic craft & rustic) r MAX. D.L. EXTERIOR 1—/ INTERIOR 2 HORIZONTAL CROSS SECTION 4 (Fiber classic) I" MAX. D.L., EXTERIOR INTERIOR 4) HORIZONTAL CROSS SECTION 4 (Smooth star) bl 0 EXTERIOR INTERIOR EXTERIOR m I G3 d 0 INTERIOR < EXTERIOR QA, Y'•. 6J.a cmn 4i',' Irtr T`` o n O i rPs m U N •• 49 ozJ 1! 5F o aCci0 d a In 4 m 0E o' 3a v, 0 4o INTERIOR 00 cl o 47 vw/wwnlam j ® 4 VERTICAL CROSS SECTION 5 VERTICAL CROSS SECTION 6 VERTICAL CROSS SECTION oawlNc NO.: Q (Classic craft & rustic) 4 (Fiber classic) 4 (Smooth star) FL-8871 :6 f 1-11C MIN. EMB. (TYP.) EXTERIOR HORIZONTAL CROSS SECTI_ONCROSSSECTION Shownw/IXsub-buck 1 HORIZONTALCROSS SECTION 2 HORIZONTAL CROSS SECTION 3 HORIZONTAL CROSS SECTION Outswing shown - inswing $ Outswing shown - inswing 5 Outswing shown - inswing also approved also approved also approved Lr/ 1i/ IIIi II m 21 N z° IIII 11 pt. 1 a0 11Z oNV Z p Z U v to m c°w oLa 5mGD aC a 0 cE9zw o° 3 d O tN p U Oo wWUvwixoU a o nQ SCALE: N.T.S. 1- 1/4'MIN. DWG. BY: DWS m' EMB. ( TYP.) CIIK. BY. LFS 3 OPAWING NO, FL- 8871.6 SHEET 5 OF 11 N A EXTERIOR INTERIOR 1 VERTICAL CROSS SECTION 6 Outswing shown - Inswing also approved EXTERIOR INTERIOR see general notes sheet I for "HVHZ" water infiltration requirements EXTERIOR "`. ff' INTERIOR 2 VERTICAL CROSS SECTION 6 Shown w/IX sub -buck EXTERIOR INTERIOR see general notes sheet I for "HVHZ" water Infiltratloi requirements 10 z° 0 r dmaca; n INTERIOR EXTE R P yk z o m o lllr Illll zU u n •• v i o zo h& 4Q ; o 0g 9o W a ^ ma`a J 60 u o Z o v 3 VERTICAL CROSS SECTION 6 Outswing configuration see general notes sheet I for "HVHZ" water infiltration requirements INTERIOR EXTERIOR D. •- N K O v DATE 05122 08 SCALE! N.T.S. DWG. BY: DWS 6 VERTICAL CROSS SECTION CHK. BY: LFS 6 Outswing configuration DRAWING No.: see general notes sheet I FL-8871.6 for "HVHT'water infiltration requirements sHEET 6 OF 11 c L = rn z p: 70 NI 9 8 6 t= EXTERIOR INTERIOR 1 VERTICAL CROSS SECTION 7 Outswing shown - Inswing also approved 4 _VERTICAL CROSS SECTION 7 Inswing configuration a a. e n` n> z zd EXTERIOR INTERIOR VERTICAL CROSS SECTION _ 7 Shown w/1Xsub-buck EXTERIOR INTERIOR 5 VERTICAL CROSS SECTION 7 Inswing configuration O:. V• `evil O•, m oz V '• G.: N o m INTERIOR EXTERIOk'///rr Fs o no 10 rr ZO U N •• U D O U Z Z_ M ` 5 70 v \ e ua 9ooa'. a"o mda o oz 0 E p.- o I V) J w cz U 31 VERTICAL CROSS SECTION U of Ko ICE7Outswingconfiguration 0 a a mU 4 Y INTERIOR EXTERIOR O 61 VERTICAL CROSS SECTION 7 Outswing configuration I e: N.T.S. BY: DWS BY. LFS 17NC NO.: FL-8871.6 J 7 OF 11 r4 4„ 3; o t•4, j rNMi m z N• 0 o rn II T T z dOn Z U lV •; O D I I 1 TYP. HEAD & ad \( 1 P o f O 9 m °c w MASONRY TYP. HEAD & I I MASONRY JAMBS ` ti J ` ! a, 5 a a m OPENING JAMBS II ! OPENING O s II jlj — c. oZ $ FRAMEMULLIONHWNFOR x2NOISREFIERENCEONLY O 95 y v I I —{ o O0o 2v2XBUCKroII2XBUCKMULLION J ao Lu II L K I N I FmQ it aTYP. SILL TYP. SILL o aOn co a a Y K m BUCK ANCHORING HINGE JAMB FRAME ANCHORING STRIKE JAMB Masonry 2X buck construction CONCRETE ANCHOR NOTES:. I. Concrete anchor locations at the corners may be adjusted to maintain the min. edge distance to mortar joints. 2. Concrete anchor locations noted as "MAX. ON CENTER" must be adjusted to maintain the min. edge distance to mortarjoints, additional concrete anchors may be required to ensure the "MAX. ON CENTER" dimension are not exceeded. 3. Concrete anchor table: ANCHOR ANCHOR MIN - MtN CLEARANCE: MIN CLEARANCE TYPE SIZE EMBEDMENT; TO MASONRY TO ADJACENT :f EDGE.ANCHOR ITW T/4n i T/4'12" 4 TAPCON ULTRACON WOOD SCREW INSTALLATION NOTES: I. Maintain a minimum 5/8" edge distance, I"end distance, & I"o.c. spacing of wood screws to prevent the splitting of wood. HINGE DETAIL LATCH 6 DEADBOLT DETAIL F: N.T.S. - BY: DwS a BY: LFS 3 MNG NO.: ¢ FL-8871.6 cc ET 8 OF I I g 3" THIS ANCHOR REQ'D 4„ ONLY WHEN DP > 60.0 PSF 4„ _ 3 I a Eq J- TYP. HEAD & JAMBS MASONRY OPENING sue' FRAME N C TYP 1 X BUCK N N K I TYP. SILL HINGE JAMB CONCRETE ANCHOR NOTES: FRAME ANCHORING I. Concrete anchor locations at the corners may be adjusted to maintain the min. Masonry I buck construction edge distance to mortarjoints. 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" dimension are not exceeded. 3. Concrete anchor table: ANCHOR NCHOR MIN. MIN. CLEARANCE MIN ,CLEARANCE TYPE `' SIZE' EMBEDMENT: TO MASONRY;: TO ADJACENT; EDGE i. ANCHOR ;.`. ITW ® 1/4" 1-1/4" 2" 4" TAPCON WUUU SCKtW INSIALLAIIUN NUItS: I. Maintain a minimum 5/8" edge distance, Y' end distance, & 1"o.c. spacing of wood screws to prevent the splitting of wood. Q fq 0 d MULLION TYP. SILL STRIKE JAMB LATCH & DEADBOLT DETAIL HINGE DETAIL n N••7 m 4,: Z Q—"P omGJacoin z m r 1111111 o aZ U N v 0 X0 2 Z U Em m o maa i o? u cw E N.T.S. BY: DWS m BY: LFS 3 4ING NO.: tt FL-8871.6 a 0 7 9 OF 1 1 N V O" MINEI _ O • Ius 4.ST' L 4 THRESHOLD Outswing coastal L 5.85" 15if :7ft41 2 THRESHOLD Inswing adjustable 5.75" 0 S THRESHOLD Outswing standard 5.87' L h L = S THRESHOLD Inswing selfadjust I- 4.56" 1 Ellct 9 B HEmbAD b SIDE Jo 2.14"-- I 2D INSWING SIDELHE 21 INSWING SIDELTTE 2Y OUTSWING SIDEM Spacer - Spacer Spacer 7/ 16" GLASS BITE 25 1"THK. GLASS 7/16" GLASS 1 /7' GLASS 3/4" THK. BITE 1 /2" THK. BITE GLASS 1 /8" TEMP. GLASS 1 /8" TEMP. AIR SPACE 1 /8" TEMP. AIR SPACE 1 /8"TEMP. AIR SPACE 1 /8" TEMP. 1 /8" TEMP. S W IGGLE GLAZING .25" STEEL SWIGGLEGLAZING 24 SPACER INTERCEPTJ24SPACER2623 24 SPACER GLAZING DETAIL GLAZING DETAIL GLAZING DETAIL r' T 3/4' Insulated glass C'Z 1"insulated glass GJ I/7' Insulated glass F. N.T.S. BY: DWS er: LFS NANO NO.: FL-8871.6 r 1O OF 1' BILL OF MATERIALS ITEM DESCRIPTION MATERIAL ITEM DESCRIPTION MATERIAL A I BUCK SG >= 0.55 WOOD 40 SMOOTH STAR DOOR - SEE DOOR PANEL DETAIL SHEET FOR DETAILS B 2X BUCK SG >= 0.55 WOOD 41 DOOR SKIN 0.072" THK. SMOOTH STAR Fy = 6,000 PSI MIN. FIBERGLASS C MAX. 1 /4" SHIM SPACE WOOD 42 TOP RAIL SMOOTH STAR COMP. D 1 /4" X 2-3/4" PFH ELCO CONCRETE SCREW STEEL 43 LOCK STILE SMOOTH STAR WOOD/LVL E MASONRY - 3,000 PSI MIN. CONCRETE CONFORMING TO ACI 301 OR HOLLOW BLOCK CONFORMING TO ASTM C90 CONCRETE 44 HINGE STILE (SMOOTH STAR) WOOD 45 BOTTOM RAIL SMOOTH STAR COMP. F 1 /4" X 2-3/4" PFH ITW CONCRETE SCREW STEEL 46 PANEL REINFORCEMENT 0.023" THK. SMOOTH STAR STEEL H 3/16" X 3-1/4" PFH ITW CONCRETE SCREW STEEL 47 FOAM CORE POLYURETHANE I 1 /4" X 2-1 /4" PFH ITW CONCRETE SCREW STEEL 48 SIDELITE SKIN SMOOTH STAR FIBERGLASS J 1 /4" X 3-3/4" PFH ITW CONCRETE SCREW STEEL 49 LITE FRAME (SMOOTH STAR) PVC K 1 /4" X 1-3/4" PFH ITW CONCRETE SCREW STEEL 57 FOAM CORE POLYURETHANE L 10 X 2-1 /2" PFH WOOD SCREW 1.15" MIN. EMBEDMENT STEEL 58 SIDELITE SKIN CLASSIC CRAFT FIBERGLASS M 9 X 2-1/2" PFH WOOD SCREW STEEL 60 FIBER CLASSIC DOOR -SEE DOOR PANEL DETAIL SHEET FOR DETAILS N 2X MULLION SG >= 0.55 WOOD 61 DOOR SKIN 0.13T' THK. FIBER CLASSIC Fy = 6,000 PSI MIN. FIBERGLASS 1 INSWING ADJUSTABLE THRESHOLD (IS300AJ) ALUM./WOOD 62 TOP RAIL FIBER CLASSIC COMP. 2 INSWING THRESHOLD (IS300HP5) ALUM./COMP. 63 LOCK STILE FIBER CLASSIC WOOD/LVL 3 INSWING SELF ADJUST THERMAL BREAK THRESHOLD (ISP30M) ALUM./COMP. 64 HINGE STILE (FIBER CLASSIC) WOOD 4 OUTSWING COASTAL THRESHOLD ALUM./WOOD 65 BOTTOM RAIL FIBER CLASSIC) COMP. 5 OUTSWING STANDARD THRESHOLD ALUM./WOOD 66 PANEL REINFORCEMENT 0.023" THK. FIBER CLASSIC STEEL 6 INSWING THRESHOLD ALUM./COMP. 67 FOAM CORE POLYURETHANE 7 DOOR BOTTOM SWEEP VINYL 68 SIDELITE SKIN FIBER CLASSIC FIBERGLASS 8 JAMB PINE SG >= 0.42 WOOD 69 LITE FRAME FIBER CLASSIC PVC 9 JAMB OAK SG >= 0.42 WOOD 70 SIDELITE -SEE SIDELITE PANEL DETAIL SHEET FOR DETAILS 10 WEATHERSTRIP FOAM 71 SIDELITE TOP RAIL COMP. 11 HINGE STEEL 72 SIDELITE STILE WOOD 12 10 X 3/4" PFH SCREW STEEL 73 SIDELITE BOTTOM RAIL COMP. 13 9 X 3" PFH WOOD SCREW STEEL 14 LATCH STRIKE PLATE STEEL 15 SECURITY STRIKE PLATE STEEL 16 8 X 2-1/2" PFH SCREW STEEL 18 KWIKSET 200 SERIES PASSAGE LOCK STEEL 19 KWIKSET 600 SERIES DEADBOLT STEEL 20 INSWING SIDELITE SPACER FOR HP THRESHOLD DBI4HPA PVC 21 INSWING SIDELITE SPACER FOR SELF ADJUST THRESHOLD DB14) PVC 22 OUTSWING SIDELITE SPACER PVC 23 6 X 1-3/4" PFH SCREW LITE FRAME STEEL 24 GLAZING COMPOUND SILICONE 25 SEALANT SILICONE 26 9 X 1" PPH SCREW LITE FRAME STEEL NOTE: WOOD DOOR COMPONENTS: PINE (SG >= 0.42) yam, d c of n 0 n m zc U N •; 0zdzU E aua m o oaNaaa c p Dz u cw DWS CHK. BY:. LFS FL-8871.6 11 OF q Florida Building Code Online Page 1 of 3 LI . WA BCIS Home j Log In i User Registration i Hot Topics Submit Surcharge Stats & Facts ; Publications FBC Staff BCIS Site Map ? Links Search dProduct Approval s". r X USER: Public Userlsb Product ADDroval Menu > Product or Application Search > Application List > Application Detail SAM 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 Ext 2560 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 Validation Checklist - Hardcopy Received Certificate of Independence FL15332 R3 COI FLCOI.pdf Referenced Standard and Year (of Standard) Standard Year AAMA/WDMA/CSA 101/I.S.2/A440 2008 Equivalence of Product Standards Certified By Sections from the Code Product Approval Method Method 1 Option D http://-.Arww.floridabuilding. org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgtH85 72gvdWld... 9/ 18/2017 Florida Building Code Online Page 2 of 3 Date Submitted 10/29/2015 Date Validated 10/30/2015 Date Pending FBC Approval 11/01/2015 Date Approved 12/15/2015 Date Revised 08/11/2017 Summary of Products 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.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 510807C.odf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.2 SERIES 420 ALUMINUM SGD SERIES 420 ALUMINUM SGD OX, XO, XX 96"x80" NON - REINFORCED Limits of Use Installation Instructions Approved for use in HVHZ: No FL15332 R3 II. 08-00498D.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 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.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 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.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 512969B.odf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.5 SERIES 420 ALUMINUM SGD SERIES 420 ALUMINUM SGD REINFORCED XXX 143"x96" REINFORCED Limits of Use Installation Instructions Approved for use in HVHZ: No FL15332 R3 II 08-02250B.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 512970B.Ddf PRESSURE RATINGS Created by Independent Third Party: Yes i 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 II 08-00499D.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 510806C.odf 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 ._qf 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://www. floridabuilding.org/pr/pr_app_dtl.aspa?param=wGEVXQwtDgtH85 72gvdkA7Id... 9/ 18/2017 Florida Building Code Online Page 3 of 3 Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL15332 R3 AE 510808C.Ddf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.8 SERIES 430/440 ALUMINUM SGD SERIES 430/440 ALUMINUM SGD XXX 143"x80" NON - REINFORCED Limits of Use Installation Instructions Approved for use in HVHZ: No FL15332 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 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.Ddf 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. Cooyrioht 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: ief 1. ifGa I. Y yYLst r:. _.. .. Saal e http://, A,ww.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgtH85 72gvdNVId... 9/ 18/2017 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 IS REQUIRED FOR THIS PRODUCT IN WIND BORNE DEBRIS REGIONS. 8. SHIM AS REQUIRED AT EACH INSTALLATION ANCHOR WITH LOAD BEARING SHIM. SHIM WHERE SPACE OF 1/16" OR GREATER OCCURS. MAXIMUM ALLOWABLE SHIM STACK TO BE 1/4". 9. DOOR ASSEMBLIES INSTALLED WHERE OVERHANG RATIO IS EQUAL OR GREATER THAN 1.0 DO NOT REQUIRE WATER INFILTRATION RESISTANCE. OVERHANG RATIO = OVERHANG LENGTH/OVERHANG HEIGHT. 10. FOR ANCHORING INTO WOOD FRAMING OR 2X BUCK USE #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, 33KS1 OR ALUMINUM 6063—T5 1/8" THICK MINIMUM TABLE OF CONTENTS SHEET NO. DESCRIPTION 1 NOTES 2 ELEVATION 3 — 9 INSTALLATION DETAILS REVISIONS DESCRIPTION DATE APPROVED ADDED CHARTS 03/06/12 R.L. REVISED PER NEW TESTING 10/15/13 R.L. ADDED FLANGE INSTALLATIONS 12/06/13 R.L. REVISED INSTALLATION DETAILS 08/05/15 R.L. SIGNED: 1012712015 MI WINDOWS AND DOORS LLC\\\111IIilur, 1900 LAKESIDE PARKWAY x\\5 F. t tij7j i w•*\I-NV 9d1 gFLOWERMOUND, TX 75028 O' p 8251 iSERIES430/440 XIX SGD*• 143" x 96" REINFORCED t 1? ` NOTES o•• 7AT OF C '` • s'S • OR10G\ DRAWN: DWC NO. REV F.A. 08-00503 D 101ilAli0 0\\ SCALE NTS DATE 02/23/09 SHEET 1 OF 9 6" MAX - 6" MAX L 17" MAX O.G. 96" T- MAX FRAME HEIGHT L 6" MAX 143" MAX. FRAMEWIDTH SERIES 4301440 XIX SGD EXTERIOR VIEW DESIGN PRESSURE RATING IMPACT RATING 140. OPSF NONE SEE CHARTS N7 AND k2 FOR OTHER UNITS RATINGS 6" MAX REVISIONS REV DESCRIPTION A ADDED CHARTS B REVISED PER NEW TESTING C ADDEDFLANGEINSTALLATIONS D REVISED INSTALLATION DETAILS CHART X1 WHERE WATER INFILTRATION RESISTANCE IS REQUIRED SEE NOTE 9 SHEET 1 Design pressure chart (pso Frame Single Panel and Total Frame VW1dth (in) Height 30. 0 36.0 42:0 47.7 in) 90. 00 108.00 126.00 143.00 Pos Neg- M40.O49. 0 Pos Neg 84.0 40.0 60.0 40.0 48.0 88.0 40.0 600 TO43.7 40.0 45.0 92.0 40.0 59.6 40.0 42.3 96.0 40.0 56.6 40.0 40.0 CHART#2 WHERE WATER INFILTRATION RESISTANCE IS NOT REQUIRED SEE NOTE 9 SHEET 1 Design pressure chart (pso Frame Single Panel and Total Frame VAdth (in) Height 30. 0 36.0 42.0 47.7 in) 90. 00 108.00 1 126.00 143.00 Pos Neg Pos Neg Pos Neg Pos Neg 84.0 60.0 60.0 57.9 57.9 52.0 52.0 48.0 48.0 88.0 60.0 60.0 54.6 54.6 48.9 48.9 45.0 45.0 92.0 59.6 59.6 51.7 51.7 46.1 46.1 42.3 42.3 96.0 56.6 56.6 49.0 49.0 43.7 43.7 40.0 40.0 CHART N3 Number of a nchor lo ca (ions required Frame Single Panel and Total Frame Vddth (in) Height 30. 0 36.0 1 42.0 47.7 90.0 108.0 126.0 143.0 in) H8S Jamb HBS Jamb HBS Jamb H&S Jamb 84.0 6 6 7 6 8 6 9 6 88.0 6 6 7 6 8 6 9 6 92.0 6 6 7 6 8 6 9 6 96.0 6 6 7 6' 8 1 6 9 6 MI WINDOWS AND DOORS LLC 1900 LAKESIDE PARKWAY FLOWER MOUND, TX 75028 SERIES 430/ 440 XIX SGD 143" x 96" REINFORCED ELEVATIONS DRAWN: I DWG NO. F.A. SCALE NTS IDATE 08-00503 SHEEr2 OF 9 DATE APPROVED 03/06/ 12 R.L. 10/15/ 13 R:L. 12/06/ 13 R.L. 08/05/ 15 R.L. SIGNED: 1012712015 J\s R IL1o7jr J//i GENSF• 9cPTAAATTEOF 1ORtgp Nfill A 1/2" MIN, EDGE DISTANCE I 1 3/8" MIN. WOOD FRAMING OR 2X BUCK EMBE MENT BY OTHERS 1 3/8" MIN. 1/4° EMBEDMENT SHIM 10 WOOD SPACE 1/2" MIN. SCREW EDGE DISTANCE 10 WOOD SCREW WOOD FRAMING OR 2X BUCK BY OTHERS EXTERIOR II II II II II II INTERIOR LULL U131H11l L 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 10 WOOD SCREW BE SET IN F APPROVED MIN. MENT WOOD FRAMING OR 2X BUCK BY OTHERS REVISIONS REV DESCRIPTION DATE APPROVED A ADDED CHARTS 03/06/12 R.L. B REVISED PER NEW TESTING 10/15/13 R.L. C ADDED .FLANGE INSTALLATIONS 12/06/13 R.L. D REVISED INSTALLATION DETAILS - 08/05/15 R.L. 1/4" MAX. SHIM SPACE- II II EXTERIOR JAMB INSTALLATION DETAIL. WOOD FRAMING OR 2X BUCK INSTALLATION MI WINDOWS AND DOORS LLC 1900 LAKESIDE PARKWAY FLOWER MOUND, TX 75028 SERIES 430/440 XIX SGD 143" x 96" REINFORCED FRAME INSTALLATION DETAILS DRAWN: DWG NO. F.A. 08-00503 SCALE NTS DATE 02/23/09 ISHEET3 OF 9 SIGNED: 1012712015 METAL STRUCTURE BY OTHERS 10 SMS OR SELF DRILLING SCREW METAL STRUCTURE BY OTHERS 3/4" MIN. EDGE DISTANCE I 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 REVISIONS REV DESCRIPTION DATE APPROVED A ADDED CHARTS 03/05/12 R.L. 1/4" MAX. B REVISED PER NEW TESTING 10/15/13 R.L. SHIM SPACE C ADDED FLANGE INSTALLATIONS 12/06/13 R.L; D REVISED INSTALLATION DETAILS 08/05/15 R.L. 1 /4" MAX. SHIM SPACE 3/4" MIN. OR EDGE DISTANCE INTERIOR RI g RILLING R E 10 SMS OR SELF DRILLING SCREWS El L TO BE SET IN BED OF APPROVED 4LANT METAL STRUCTURE BY OTHERS EXTERIOR JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION MI WINDOWS AND DOORS LLC 1900 LAKESIDE PARKWAY FLOWER MOUND, TX 75028 SERIES 430/440 XIX SGD 143" x 96" REINFORCED FRAME INSTALLATION DETAILS DRAWN: DWG NO. F.A. 08-00503 sDA E NITS DATE 02/23/09 5HEET4 OF 9 SIGNED: 1012712015 0/ r .GENS•9iPr.. 0 61261 ram; ST((ATE OF REvv/0, OR10 ••: D i//'ONALIE G\ CONCRETE/ MASONRY BY OTHERS OPTIONAL 1X BUCK TO BE PROPERLY SECURED SEE NOTE 3 SHEET 1 3/16" TAPCON MASONRY/ CONCRETE BY OTHERS 2 1/2" MIN. EDGE DISTANCE c a 1 1/4" MIN. e, e EMBEDMENT 1 1/4" MIN, 1/4" MAX. EMBEDMENT ~I SHIM SPACE 2 1/2" MIN. ° EDGE DISTANCE a e' INTERIOR i /4" MAX. SHIM SPACE 3/16° TAPCON ..° 3/16" TAPCON CONCRETE/MASONRY BY OTHERS EXTERIOR INTERIOR SILL TO BE SET IN a EXTERIOR i A BED OF APPROVED SEALANT F e 1 1/4" MIN. EMBEDMENT e. VERTICAL CROSS SECTION CONCRETE/MASONRYINSTALLATION 2 1/2" MIN. EDGE DISTANCE REVISIONS REV DESCRIPTION DATE I APPROVED A ADDED CHARTS 03/06/12 R.L. B REVISED PER NEW TESTING 10/15/13 R.L. C ADDED FLANGE INSTALLATIONS 12/06/13 R.L. D REVISED INSTALLATION DETAILS 08/05/15 R.L. J JAMB INSTALLATION DETAIL OPTIONAL 1X BUCK CONCRETE/MASONRY INSTALLATION TO BE PROPERLY SECURED SEE NOTE 3 SHEET 1 NOTES: 1. INTERIOR AND EXTERIOR FINISHES, BYOTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 MI WINDOWS AND DOORS LLC 1900 LAKESIDE PARKWAY FLOWER MOUND, TX 75028 SERIES 430/440 XIX SGD 143" x 96" REINFORCED FRAME INSTALLATION DETAILS DRAWN: DWG NO. F.A. 08-00503 SCALE NTS DATE 02/23/09 SHEET5 OF 9 SIGNED: 1012712015 Ns" 'p POF05iT°AAT REv iFS'.1pR10? GN D VIS DNAj1E 1/2" MIN. r. EDGE DISTANCE 1 3/8" MIN. OOD FRAMING EMBE MENT OR 2X BUCK BY OTHERS rg 1 /4" MAX. SHIM SPACE 10 WOOD SCREW EXTERIOR INTERIOR 11 WOOD FRAMING OR 2X BUCK BY OTHERS GUI G UIJ IMIV I.L 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 BE SET IN F APPROVED MIN. RENT 1 3/8" MIN. EMBEDMENT T 1/2" MIN. EDGE DISTANCE 10 WOOD SCREW WOOD FRAMING OR 2X BUCK BY OTHERS REVISIONS REV DESCRIPTION DATE APPROVED A ADDED CHARTS 03/06/12 R.L. 6 REVISED PER NEW TESTING 10/15/13 R.L. C ADDED FLANGE INSTALLATIONS 12/06/13, R.L. D REVISED INSTALLATION DETAILS 08/05/15 R.L. 1/4" MAX. SHIM SPACE INTERIOR EXTERIOR JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION SIGNED: 1012712015 D LLCMIW19oo0LAKEs I' L10PDOORSDAYWS FLOWER MOUND, TX 75028 GEN19 I l0 69,51SERIES430/440 XIX SGD 143" x 96" REINFORCED Y!! / c FLANGE INSTALLATION DETAILS WTATE OF OR`A •tAlDRAWN: DWG NO, REV iFS•• G F.A. 08-00503 D ij7s/ONAL J1/11II1110SCALENTSDATE02/23/09 SHEET6 OF 9 METAL STRUCTURE BY OTHERS 10 SMS OR SELF DRILLING SCREW M ETAL STRUCTURE BY OTHERS 3/4" MIN. EDGE DISTANCE 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 IIV I Cfi IL/rI 1/4" MAX. SHIM SPACE 1 /4" MAX. SHIM SPACE OR 3/4" MIN. LUNG3/ 4" DISTANCE INTERIOR 10 SMS OR SELF DRILLING SCREWS L TO BE SET IN 3ED OF DROVED SEALANT REVISIONS REV DESCRIPTION DATE APPROVED A ADDED CHARTS 03/06/12 R.L. B REVISED PER NEW TESTING 10/15/13 R.L. C ADDED FLANGE INSTALLATIONS 12/06/13 R.L. D REVISED INSTALLATION DETAILS 08/05/15 R.L. MIN METAL STRUCTURE BY OTHERS EXTERIOR JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION SIGNED: 1012712015 MI WINDOWS AND DOORS LLC 1900 LAKESIDE PARKWAY 5>111Itii// R' Ld/// FLOWER MOUND, TX 75028 C NS.9s wit• 0 5 *= SERIES430/440 XIX SGD 1 43" x A REINFORCED FLANGE INSTALLATION DETAILS yp • $TAT OF 0F.' T 'L Q RtOP • \ d/ SjONA11\ G\\\ DRAWN: DWG NO. REV 08 5030F D SCALE NTS DATE 02/23/09 SHEET 9 REVISIONS CONCRETE/ - 2 1/2" MIN. REV DESCRIPTION DATE APPROVED MASONRY EDGE DISTANCE A ADDED CHARTS 03/06/12 R.L. BY OTHERS _ B REVISED PER NEW TESTING 10/15/13 R.L. C ADDED FLANGE INSTALLATIONS 12/06/13 R.L. MIN. EMBEDMENT D REVISED INSTALLATION DETAILS 08/05/15 R.L. a. MIN. 1/4" MAX. EMBEDMENT ( SHIM SPACE OPTIONAL U21/ 1XTBUCK EDGE •INTERIOR PROPERLY 1/4" MAXSECURED NOTE 3 SHIM SPACE ESHEET 1 3/16" TAPCON .• • v. 3/16" TAPCON ¢ v CONCRETE/MASONRY EXTERIOR INTERIOR BY OTHERS 3/16" TAPCON v e. SILL TO BE SET IN EXTERIOR A BED OF APPROVED SEALANT OPTIONAL 1 X BUCK JAMB INSTALLATION DETAIL TO BE PROPERLY CONCRETEIMASONRY INSTALLATION - SECURED SEE NOTE 3 SHEET 1 MASONRY/ CONCRETE BY OTHERS 1" 1 1 /4" MIN. EMBEDMENT d. ' VERTICAL CROSS SECTION 2 1/2" MIN. CONCRETE/MASONRYINSTALLATION EDGE DISTANCE 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 1900 LAKESIDE PARKWAY FLOWER MOUND, TX 75028 SERIES 430/440 XIX SGD 143" x 96" REINFORCED FLANGE INSTALLATION DETAILS DRAWN: DWG NO. F.A. 08-00503 scALE NTS DATE 02/23/09 SHEETS OF 9 SIGNED: 1012712015 w'•\ jGE N S4, cP rTAT OF 70dD 00RiDP iijsS/ ONA 11:C REVISIONS REV DESCRIPTION A ADDED CHARTS DATE APPROVED 03/06/12 R.L. 8 REVISED PER NEW TESTING 10/15/13 R.L. C ADDED FLANGE INSTALLATIONS 12/06/13 R.L. 1 5/8" MIN. EDGE DIST. D REVISED INSTALLATION DETAILS 08/05/15 R.L. e TRIM 4 1 1/4" MIN. INTERIOR EMBEDMENT MASONRY/ L B HOOK 1X BUCK BY OTHERS, IX BUCK TO BE 3/4" MIN. PROPERLY SECURED METAL STRUCTURE EDGE DISTANCE BY OTHERS 3/16" TAPCON TRIM EXTERIOR PANEL INTERLOCK HOOK STRIP INSTALLATION INTERIOR MASONRY/CONCRETE HOOK STRIP — I SELF DRILLING SCREW 1/2" MIN. EDGE DISTANCE PANEL EXTERIOR INTERLOCK HOOK STRIP INSTALLATION METAL STRUCTURE INTERIOR TRIM 1 3/8" MIN. EMBEDMENT NOTES: I 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, HOOK STRIP NOT SHOWN FOR CLARITY. 10 WOOD 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE SCREW DESIGNED IN ACCORDANCE WITH ASTM E2112 EXTERIOR PANEL INTERLOCK SIGNED: 10/27/2015 HOOK STRIP INSTALLATION 2X BUCKIWOOD FRAMING MI WINDOWS AND DOORS LLC t Nluylj/ L 1900 LAKESIDE PARKWAY MOUND, TX 75028 p i/ G E NFLOWERv • q p 5 i SERIES 430/440 XIX SGD 0 5 143" x 96" REINFORCED c to - HOOK INSTALLATION DETAILS TATE OF O. T s FLORIOA+ G` DRAWN: IWO NO. REV D08 SOOE5930F S16NAL1E` SCALE NTS DATE 02/23/09 9 Florida Building Code Online Page 1 of 6 BCIS Home Log In User Registration Hot Topics Submit Surcharge I Stats & Facts ; Publications FBC Staff BCIS Site Map I Links Search db4pr Ei Qzjg. Product Approval USER: Public User Product Approval Menu > Product or Application Search > Application List > Application Detail i 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 Product Manufacturer Clopay Building Products Company Address/Phone/Email 8585 Duke Blvd. Mason, OH 45040 513) 770-6062 mwesterfield@clopay.com Authorized Signature Scott Hamilton shamiIton@clopay.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Exterior Doors Subcategory Sectional Exterior Door Assemblies Compliance Method Certification Mark or Listing Certification Agency Intertek Testing Services NA, Inc. Validated By Gary Pfuehler Validation Checklist - Hardcopy Received Referenced Standard and Year (of Standard) Standard Year ANSI/DASMA 108 2005 ANSI/DASMA 115 2005 ASTM E1886 2002 ASTM E1996 2002 ASTM E330 2002 Equivalence of Product Standards Certified By Florida Licensed Professional Engineer or Architect FL15279 R4 Eouiv 20150319 - FBC -. DASMA108 eguiv.pdf FL15279 R4 Equiv 20150319 - FBC - DASMA 115 eguiv pdf Product Approval Method Method 1 Option A http://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgv3yVVKJZ 1 QR... 9/7/2017 Florida Building Code Online Page 2 of 6 Date Submitted Date Validated Date Pending FBC Approval Date Approved Date Revised Summary of Products Go to Page = 0 03/19/2015 06/12/2015 06/21/2015 08/10/2017 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, CRISP, 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). 0 0 Page l/80 49 Description 1-3/8" 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 of inspecti odf FL15279 R4 C CAC W3 Listing Intertek.pdf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL15279 R4 II 101655-Revl2.pdf 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) WINDCODE@ W3 Garage Door Certification Agency Certificate FL15279 R4 C CAC Letter with proof of contract and proof of ins_ection.pdf FL15279 R4 C CAC W3 Listing Intertek.pdf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL15279 R4 II 103952-RevOl.pdf 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 9'0" 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/-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, 621-G, 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 of inspection.pdf FL15279 R4 CCAC W3 Listing Intertek.pdf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL15279 R4 II 104175-RevOl.odf 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 roof of contract and..propf ofinspection.pdf FL15279 R4 C CAC W3 Listinq Intertek.pdf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL15279 R4 II 101820-Revl3.pdf Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: http://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQ A tDgv3yVVKJZI QR... 9/7/2017 Florida Building Code Online Page 3 of 6 15279.5 005 W3-16 DSIE-1A471: GD1SP, GR1SP, GD1LP, GRILP, AR1SP, AR1LP, EDiSP, 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). 15279.6 006 W3-16 DSIU-1A171: 9130, 9131, 9133, HDP13, HDPF13, HDPL13, 7130, 7131, 7133, 8130, 8131, 8133 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: +20 PSF/-21 PSF Other: The OPTIONAL glazing available for this product meets the wind load requirements of the 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). 15279.7 007 W3-16 PAN-21`153: 73, 1500, 75, 190, 84A, 94, 42, 48, 55, 42B, 48B,55S,4RST,6RST,4RSF,6RSF Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: +20 PSF/-21 PSF Other: The OPTIONAL glazing available for this product meets the wind load requirements of the building code but DOES NOT meet the impact resistant requirement for windborne debris regions. The product without glazing DOES comply with the impact resistant requirement for windborne debris regions (ref 1609.1.4 FBC). 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.) Double -Car (9'2" up to 16'0" wide) WINDCODE@ W3 Garage Door Certification Agency Certificate FL15279 R4 .0 CAC Letter with proof of contract and proof ofinsoection.odf FL15279 R4 C CAC W3 Listing Intertek.pdf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL15279 R4 II 104028-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 27 ga. min.) Double -Car (9'2" to 16'0" wide) WINDCODE& W3 Garage Door Certification Agency Certificate FL15279 R4 C CAC Letter with proof of contract and proof of inscection.pdf FL15279 R4 C CAC W3 Listing Intertek.pdf 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: Steel Pan (min. 25 ga.) Double -Car (9'2" to 16'0" wide) WINDCODE@ W3 Garage Door Certification Agency Certificate FL15279 R4 C CAC Letter with proof of contract and proof of inspection.pdf FL15279 R4 C CAC W3 Listino Intertgk.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: 15279.8 008 W4-09 DSIE-11`171: 4300, 2" Double -skin Insulated EPS (exterior skin 27 ga. min.; 4301, 4310, 4400, 4401, HDG, interior skin 27 ga. min.) Single -Car (up to 9'0" wide) HDGL, HDGF, 66, 66G, 67, 67G, WINDCODEO W4 Garage Door 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 proof of inspection.pdf FL15279 R4 C CAC W4 Listing Intertek.pdf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL15279 R4 II 101652-6-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-11`471: GD2SP, Gallery/Artistry/Expressions: 2" Double -skin Insulated EPS GR2SP, GD2LP, GR2LP, AR2SP, (exterior skin 27 ga. min.; interior skin 27 ga. min.) Single- AR2LP, ED2SP, ED2LP, 4302, Car (up to 9'0" wide) WINDCODE@ W4 Garage Door HDGC, 6202, SFC68, 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. df Impact Resistant: No FL15279 R4 C CAC W4 Listing Intertek.odf Design Pressure: +28 PSF/-29 PSF Quality Assurance Contract Expiration Date http://www.floridabuilding.org/pr/pr_app_dtl. aspx?param=wGEVXQvADgv-yV VKJZ I QR... 9/7/2017 Florida Building Code Online Page 4 of 6 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 103969-B-Rev02.Ddf windborne debris regions. 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, WINDCODEO 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 DSIU0-1K479: 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). 15279.12 012 W4-09 PAN-2F151: 73, 1500, 75, 190, 84A, 94, 76, 42, 48, 55, 42B, 48B, 55S, 4RST, 6RST, 4RSF, 6RSF, 2RST, GD5S, GD5SV, GR5S, GR5SV, AR5S, AR5SV, ED5S, ED5SV Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +25 PSF/-32 PSF Other: The standard glazing available for this product meets the wind load requirements of the building code but DOES NOT meet the impact resistant requirement for windborne debris regions. Certification Agency Certificate FL15279 R4 C CAC Letter with proof of contract and proof of inspection.Ddf FL15279 R4 C CAC W4 Listinq Intertek.pdf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL15279 R4 II 104183-Rev0l_pdf Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: Double Skin Insulated PUR (exterior skin 27 ga. min.; interior skin 27ga. min.) with Overlay Single -Car (up to 9'0" wide) WINDCODE& W4 Garage Door Certification Agency Certificate FL15279 R4 C CAC Letter with roof of contra tCand -proof of inspection.pdf FL15279 R4 C CAC W4 Listing Intertek.pdf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL15279 R4 II 104456-Rev0l.pdf Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: Steel Pan (min. 25 ga.) 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 of inspection.pdf FL15279 R4 C CAC W4 Listing Intertek.Ddf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL15279 R4 II 300159-B-Revl6.pdf 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-2F441: G4S, GS4, Gallery/Artistry/Expressions: Steel Pan (min. 24 ga.) Single- G41L, GL4, GD4S, GD4L, GR4S, Car (up to 9'0" wide) WINDCODE@ W4 Garage Door 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 Certification Agency Certificate Approved for use in HVHZ: No FL15279 R4 C CAC Letter with proof of contract and proof of insoection.DdfApprovedforuseoutsideHVHZ: Yes Impact Resistant., No '• FL15279 R4 C_CAC W4 Listinntertek_edf 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 103486=BB-Rev08_pdf windborne debris regions. Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 15279. 14 http:// www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgv3yVVKJZ I QR... 9/7/2017 Florida Building Code Online Page 5 of 6 014 W4-09 SPO-21`449: 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, SF200, SE200, 6200, 6201, 6203 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +25.5 PSF/-25.5 PSF Other: The standard glazing available for this product meets the wind load requirements of the building code but DOES NOT meet the impact resistant requirement for windborne debris regions. Steel Pan (min. 24 ga.) 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.pdf FL15279 R4 C CAC W4 Listino Inttertek.pdf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL15279 R4 II 103549-Rev06.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.) Double -Car (97' to 16'0" wide) WINDCODE@ W4 Garage Door Certification Agency Certificate FL15279 R4 C CAC Letter with proof of contract and proof of in ection. pdf FL15279 R4 C CAC W4 Listing Intertek.pdf Quality Assurance Contract Expiration Date 05/ 21/2028 Installation Instructions FL15279 R4 II 101481-B-Revl3.1)df 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-11`471: GD2SP, GR2SP, GD2LP, GR2LP, AR2SP, AR2LP, ED2SP, E1)21_P, 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 proof of contract and proof of inspection. df ApprovedforuseoutsideHVHZ: Yes Impact Resistant: No FL15279 R4 C CAC W4 Listinq Intertek.pdf 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 Party: 15279. 17 017 W4-16 DSIEO-1F479: Coachman/ Settlers/Affinity Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: +25 PSF/-25 PSF Other: The OPTIONAL glazing available for this product meets the wind load requirements of the building code but DOES NOT meet the impact resistant requirement for windborne debris regions. The product without glazing DOES comply with the impact resistant requirement for windborne debris regions (ref 1609.1.4 FBC). Double Skin Insulated EPS (exterior skin 27 ga. min.; interior skin 27ga. min.) with Overlay Double -Car (up to 16' 0" wide) WINDCODE@ W4 Garage Door Certification Agency Certificate FL15279 R4 C CAC Letter with proof of contract and proof of insoection.pdf FL15279 R4 C CAC W4 Listing Intertek.pdf Quality Assurance Contract Expiration Date 05/ 21/2028 Installation Instructions FL15279 R4 II 103046-Rev07.pdf Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 15279. 18 018 W4-16 DSIU-11`171: 9200, Double -skin Insulated PUR (exterior skin 27 ga. min.; 9201, 9203, HDP20, HDPF20, interior skin 27 ga. min.) Double -Car (9'2" to 16'0" 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: +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 Certification Agency Certificate FL15279 R4 C CAC Letter with proof of contract and proof of inspection.pdf FL15279 R4 C CAC W4_Listin Intertek.odf Quality Assurance Contract Expiration Date 05/ 21/2028 Installation Instructions FLIS279,,, R4 II 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 yV VKJZ 1 QR... 9/7/2017 I 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 9 W4-16 DSIUO-1K479: Canyon Double Skin Insulated PUR (exterior skin 27 ga. min.; ge/Brookstoner2d 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.odf 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.odf 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-21`153: 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, 6RST, 4RSF, 6RSF, 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.ndf 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.pdf 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 Back Next 0 a Page l/ 8 0 0 Contact Us :: 2601 Blair Stone Road, Tallahassee FL 32399 Phone: 850-487-1824 The State of Florida is an AA/EEO employer. Coovrioht 2007-2013 State of Florida.:: Privacy Statement :: 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: ra W:. het ELM Credit Card Safe' e a http://www. floridabuilding. org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgv3yV VKJZ 1 QR... 9/7/2017 1®EL 4F S RUSH ATSFa PANEL moR IEISHT xr nnx It 6 11-BNIS I mR Vm1R ATIAmy% W STIli1 (SEE TAME FOeRmOfIY). A tm WnRo cwrtR) SHEET 1 OF 2 REV _DATE OPTIONAL GLAZING MAY BE STANDARD OR IMPACT RESISTANT GLAZING. SEE SECTION B-B FOR DETAILS. MAX. STANDARD SIZE IS 42-1/2"x16'. IMPACT RESISTANT GLAZING IS 21-5/8'04-1/8'. B' r 4O OA U- U-BN6 N A 2-1-21-2 1 ATRAN U.E BMS BOIIU-O4iS0Y Qi NF%S sEclax..E1aJ I n i1=o i7 i1Min in i ME1 ICI I®I ICI I I ICI ICI ICI ICI 11", CI 111. 1 1 IM7 I RLMI 1 m7m11110711 OWN I ICI I B---— ——.Ittttttltttttt TB— p— IDrAmN a olmolaAL WNIB LS/ SSIC' BHm RNSFa-FY41E1. sHORII. 'MF PDE NOISE' SNKIRf RNSED-PANEL S A130.. APPRD'hD. 1144/9' SHEEF ETAL SCIEWS 14'PS/ 4' SHE O APPRa SCRETS O . u o. 015 lalta le aw Nmxmu NNDF L- - A 0pTmH L our= KEYm UXIC Po9Im ImH Ball) lL E 1fYADRIH SEE SHEET TWO FOR IMPACT RESISTANT CONSTRUCTION DETAIL "A" AND STANDARD CONSTRUCT DETAIL "B"; TRACK AND JAMB DETAILS. ENGINEER: MARK WESTERFIELD. P.E. #48495, 22 2, E. / 91513 xR E1\ m ENO Sn1D ATFAIEm TO OOa1 UN WITH PAIDBFD TOR-L-IDC SYS113A IW, BOIIp1 & OENIER). NEIY V 6- aw1°O1i- _ rnpOx firm- . Poslllox v lanowL°'i, oa' aam e. SHIP LAP JOINTS. - uoscmm It DENSITY POLYSTYRENE FOAM INSULATION 1-5/16 THICK WITH VINYL HAIRCELL BACKER (INSULATED MODELS ONLY) 25 GA MIN. GALV. STEEL SKIN WITH A BAKED - ON PRIMER, AND A BAKED - ON POLYESTER TOP COAT APPLIED TO BOTH SIDES OF STEEL SKIN. tNe Dow 14' FS OR 1xgFDS 1HE oarx la1DB TOR t1[ ULTIWR Bra SPFIDS 1R:RD mw I1.19101q ro iNE PIOIO\ BUSDINO aOCf M M IIIWNIR.IPL BIIEpa WOE (MND ON ASCF]-to) Fdl M FOltvalq COIIo111a11Ni q alatasEa tKnuNR. D Doan rux x' ar 1RPN N ennrle'e Ela zart4 x1 411' Aoaf rIDPE. as 4) 16II110 M ACCgaVa[ IIIIN ANTI IOL p1E-> pIOFC CRLErAI M A OISVIIm RIRFFf51a1PL WY OifA LLTa" VRm SPIED aaD Ut 1 la 1- m CA D. C. O x C. R C 1 B. C B KAII IQOR d U, C I9 a' elepay 8585 DUKE BL11 Building Products MASON, OH 4.40 Cmmnnnv (513) 770- 4800 SECTION A -A ( SIDE VIVO 3" TALL U- BAR 20 GA. GALV. STEEL MIN. YEILD STRENGTH: 50 KSI 2' THICK I 3' T 12 GA. GALV. STEEL TOP BRACKROL^ R BRACKET. EACH ET ATTACHED W/(4) II- n •14x5/ 8- SHEET METAL 11 B §CREWS. 14 GA. GALV. ROLLER HINGE. EACH HINGE FASTENED TO END STILES WITH (4) /14x5/ 8" SHEET METAL SCREWS AND ( 4) 1/4'x3/4" SELF TAPPING SCREWS. SEE VIEW W. 3- TALL x 20 GA GALV. STEEL U-BARS IN 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 WITH (2) 1/4' x3/4' SELF TAPPING SCREWS PER STILE LOCAYTIION. 13 GA. GALV. STEEL BOTTOM BRACKET. ATTACHED WITH (2) #145/ 8' SHEET METAL SCREWS. ALUMINUM EXTRUSION k VINYL WEATHERSTRIP. DESIGN LOADS: +24.0 PSF k -24.5 PSF TEST LOADS: +38.0 PSF k -37.0 PSF MPG: PAN-2F153 VD' DI AD RATING NAX Born SIZE. MTE- - W 4 16' 0'W x 16'O"H 1/3/97 DESCRIPTIRN, CLASSIC AND CH RP STEEL PAN WAVN BY, JAC DOUBLE - CAR, 16'W +24/-24.5 PSF NECKED BY. BRAVDKi NUMBER, I VERI MYw B 101711 IBC CLASSIC' ANSEO PANEL FJUOSS 1R1m5 DGOIt FQfiR 9 Di a U-9ARS TI®EES 21 GA 24 W at A! GA 2S GA M CIIDAY BMA, 9! -- 73, n ISOO. I9O TO TCTO0'D' s. THINS4S 9 IDEAL 4RST, 4FW 4RSF MST M3T 9D' TO 1O' e 9 QIEES N, Ree k. 10 fl. 535 NOD' 1D 12'3' LL SHORT PANEL U V TO 1/9' 9 Le MODEL 4f Is TURN Sa'3• TG 15'D• le'D' D10 laIs MAX SECTI EEITHT, W CAARTAIM 1DUSE' RATSED PANE EMDSS BODRS EELS ITS GA 23 MDR CLOPAY GUSS, MSV, GALLERY' GM (ASSV HOLIES AR'JS MSSV ARTISTRY, MEAL F]ES ORV CARRIAGE HOUSE' SMOLT PANEL IMPACT RESISTANT ASSEMBLY DETAILS DRAWING 10 171 1 -A SECTION B-B (IMPACT -RESISTANTSECTIONB (IMPACT -RESISTANT GLAZING OPTION) 1ETIL Tr OMIO•YL OECONJM ra— NA7IRRFOSE HKRI a TAPE SNA -RI Nlmr. (9E7Km1 mME AD Nr. m. DEMx,RA1AE 1TDM rACJK aMR fE1RD1 81FR ROI AND rRAq. EFMT ImIIDAT mIECLE U (1.) #111 . 1E v AN FASIOIFD ro HVME WON SLXi i R%Nff Oo) /e . 3/a• vM HOD IMnW1E axWs PIATfK N MODHOWCE MTH CODE AND I®S DIE MPKT-N66TNff eEDl11AE11pDs (NET. *IAPTVR 1e FBC/ISC). STANDARD ASSEMBLY DETAILS DRAWING 10 171 1 -B SECTION B-B (NON -IMPACT RESISTANT GLAZING OPTION) FROM FRAME WITH U.V. COATM ON OUTSIDE SURFACE NOTE THAT FROM FRAYS S NARROWER THAN NPICT-N615fAR FRAME In SRR 0 LDl1JED INSIDE ff LITE RETAINER e.J/a' PM HEAD SmETY. STANDARD ASSEMBLY CONSTRUCTION: OPIIa41 SSB. DSB OR 1 e• A'L:Te11C UT13 AVA.NLE. OPROTLIL ACRRIC aAZ R PIASHOUTE OPT'(OR LUCRE W APPROVED CC2 PLASTIC INIFWRDVFCE WITH TBC/FBC 21506THE ENTIRE DOOR ASSEMBLY INSTALLED IN COYPUANCE WITH THIS ECTDN MEETS IRE WND LON REp1INdFNiS OF THE FLORIDA BUSSING CODE ON INTERNATIONAL BUILDING CODE BUT DpLitlDE. MEET THE IMPACT RESTSUNT REOUREAENf FDR MNDSORE DEBRIS EOIONS NEE. UVPTER le FBC/IBC). VFTnR` _ -u.KR mAPANONTrr KNEED mom. a. nu„_q J/e•.s• IAn seREes ON zap calms. 1-//e• o.o. rrASNtn IEaeRn. IAa SCREWS WT E COIMIER9UM (% r REOVINDI TO PRONOE A FTUSH1MOUNINOsUFALHORO:OMAL JIL83 00 ROf 1PAIisFFA 18N. 3 e'.]' SLEEK ANCHOR BOLTS ON 7D• DENIERS (2.O00 PS M1L CO11L1RTE). mUDED RTIH SLEEK ANCHORS. OR1/4'.3' TAPOON SCREWS ON 17' CENTERS (2.000 PSI MN. O)NCI" OR 9' CENIQG (a-w SDOG, r O.D. W aIEns REOURED W7IN TAPCONS ANCHORS MAY E COUNTERSUNK NOT REOUIRED) TO PROADE A FLUSH MOUNTING SURFACE HORIZONTAL DO NOT TRANSFER LOAD. REFER TO OAS % 7DS-1111. A NCENSED DERON PiaE1S1O1YL WY N3O E dP1OfFD TO APP.V E AIERINTE FASTFNFIa AJD/OR JAIB Cgi1011lUllp6 PmPAAA1ex rr .YURi4 E OOETs STOP MOO DNO BY DOOR P679 ER (TO SIR) r2O G MIN. ONLY STEEL END STILE IA YE11DR PRE JAMB / ZO 0A OAV. STEEL INTER. STI E— REV DATE SHEEP 2 OF 2 1S __ ESCRIPfION N SHEET ON! le'.T—e/e' IA0 scNE'R 11 1 PER lIVL1( eR/L1fEE \ le OE OLLV. NOD! EM71 IIIIAE PADIENIFD TO PUSHNUT \- SIXESSIx.( ONE 4) /1M/e' SHEETW&LDROUNDPER ROLLER) SCREW4. d TRACK FASTENED TO 14 OA O.LV. ROI1D1 TIHOE EACH HORDE IOa TRACK eRADKETi FASTENED ro END STILES WITH (4) NOTE, TRACK CONFIGURATION MN/e4 e°oTS BRACKET 0/4.3@-.SHEET AETAL CREWSa (4) ABOVE THE DOOR OPENING Two 1/4• TAL RA271 2, 10 FULL SIDNf STEM SIm ROLLER W1m DOES NOT AFFECT THE WIND LOAD RATING OF THIS DOOR. STEEL OR R LON TIRE IOMZOMAL TRMt SUPPORT BY IA1 @A7mtl DooR mrmm (TO sun) SELTDN C-C F TALL OaOf6 AND 11NDE11 NM THE DESION OF THE SUPPORTING STNUCTIJM ELEMENTS SHALL E THE REv'aMOSIm OF tE FROFESSOIYL OF RECo1D FOR IE BURDINo OR 1J G OAV. SUER FIAO BRA4TKEI. FicN ffAmETED m WOOD ,wre wm1 lHR TOP BRACKET DOUBLE HORIZONTAL TRACKSIMICIUEANDNACCOR6410EWRTHCUPWDFTBUIUDMCODESFORTHELOADS LISTED ON THE DMWNO. S/le•.1 -s/e• WOOD 1.N SCAEW4 NETp DOUBLE TRACK LOW HEADROOM DPNON R 2' CAV. STEEL TRACK Z. MN. TRACK 71HIICKNESS:.oeo• p TIP. x-,/2.12 a oALV. SUER TRACK BRA.'KET. Foal 4) TRAM BRACKETS PER ODE FDIE J• maim DdIHIE TRA(X TOM unnKY Avura. TRH'. AVMAS DESIGN ENGINEER: MINI( WESTERFIETD, P.E FLORIDA RE #48495. NO P.E. /23832, TEXAS P.E. #91813 DOORS OVER IF TALL Ci® aMPC: PAN-2F153 DATE, 1 Y /3/s7 8ASO DUKE BLVD. DRAWN BY. BuildingProductsMAsoN, ON 4so4o JAC Com Orl (513) 770-4800 CHECKED 9T, Cwm C.ry—U- AN Rl1Ab R—ed. MWW PPRnWAL 152779 V. STEEL FU40 BRACKET. m i RFDTOWOODJAMBWITHI- e/e' W SCREWS TER TMDB. SaE4:. 0E0• MIN. 12 Ol OILV. TRACK BPA'CIET. PACKE75 PFIL SDE ro lO' RMOTS PER SIDE w A 1x' xKA1. nwEERDEED301U0o.ND TRACK n Mom: rHI Dopes ovm 1Y-0• MSR, TMCK CO/ FTITUM11ON SNAIL NOT EXCEED MAXIMUM SPACING PROVIDED. CONSULT FACTORY FOR MORE OETAE F M. DESIGN LOADS: +24.0 PSF d< -24.5 PSF TEST LOADS: +36.0 PSF h -37.0 PSF VRmDAD RATING "" DOOR SIZE W 4 16.0-W K 16-0-H WSCOPTOWe CLASSIC AND CH RP STEEL PAN DOUBLE - CAR, 16'W +24/-24.5 PSF CRAVING NUMBER, VEIL B 101711 IBC Florida Building Code Online Page 1 of 3 INS ®R, F-Ig BCIS Home Log In ; User Registration Hot Topics ! Submit Surcharge Stats & Facts ^j Publications FBC Staff BCIS Site Map i Links Search Product ApprovalProduct USER: Public Userdb Product Approval Menu > Product or ADDlication Search > Application List > Application Detail 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 Ext2560 bsitlinger@miwd.com Brent Sitlinger bsitlinger@miwd.com Windows Single Hung Certification Mark or Listing American Architectural Manufacturers Association Steven M. Urich, PE Validation Checklist - Hardcopy Received Standard AAMA 506 AAMA/WDMA/CSA 101/I.S.2/A440 Method 1 Option A 07/19/2016 08/05/2016 08/05/2016 Year 2008 2008 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 52x72 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 L2).pdfApprovedforuseoutsideHVHZ: Yes Impact Resistant: Yes FL17499 R1 C CAC MI Windows - 185 SH (Fin) Impact 3).ndfDesignPressure: +55/-55 Other: R-PG55, Missile Level D, Wind Zone 3. Glass to be FL17499 R1 C CAC MI Windows - 185 SH (Flange) Impact M.-OfbeddedinPecora896sealant. FL17499 R1 C CAC MI Windows - 185 SH (Flange) Impact 5)-pc! 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 513323 OA.pdf 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-SIG 1-8A 52 1-8X84 R60(100918).pdfApprovedforuseoutsideHVHZ: Yes FL17499 R1 C CAC MI"Windows 185 SH (Fin) (10).pdfImpactResistant: No FL17499 R1 C CAC MI Windows - 185 SH (Fin) (9).pdfDesignPressure: +60/-60 FL17499 RS C CAC MI Windows - 185 SH (Flange) (9).pdfOther: R-PG55 Quality Assurance Contract Expiration Date 10/09/2018 Installation Instructions FL17499 R1 II 08-02546A.pdf Verified By: Luis R Lomas PE 62514 Created by Independent Third Party: Yes Evaluation Reports FL17499 R1 AE 513322A.pdf 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).pdfApprovedforuseoutsideHVHZ: Yes Impact Resistant: Yes FL17499 Rl C CAC MI Windows=185 SH_(Fin),Impact.j.2 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).PdfbeddedinPecora896sealant. FL17499 R1 C CAC MI Windows - 185 SH (Flange) Impact 4).pdf Quality Assurance Contract Expiration Date 10/17/2018 Installation Instructions FL17499 R1 II 08-02545A.pdf Verified By: Luis R Lomas PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17499 R1 AE 513321A.pdf Created by Independent Third Party: Yes 17499.4 185 SH 52x72 Fin/Flange Frame IG/SG Single Hung Laminated Glass Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17499 R1 C CAC APC(13361)E1726.01-109-47-RO 185 SH(FLGwaiver).pdfApprovedforuseoutsideHVHZ: Yes Impact Resistant: No FL17499 R1 C CAC MI Windows - 185 SH (Fin) (11).pdf FL17499 Rl C CAC MI Windows=185 SH1Fin)-j121pdfDesignPressure: +60/-60 FL17499 R1 C CAC MI Windows - 185 SH (Flange) Other: R-PG60 10 . df 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_pdf Created by Independent Third Party: Yes 17499.5 165 SH 136.84 Fin/Flange Frame IG/SG Single Hung Laminated Glass http://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=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-R0 185 SH (FLG waiver).DdfApprovedforuseoutsideHVHZ: Yes Impact Resistant: No FL17499 R1 C CAC MI Windows - 185 SH (Fin) (13).Ddf FL17499 R1 C CAC_MI Windows: 18,5 SH FinL(14_),pdfDesignPressure: +60/-60 Other: R-PG60* FL17499 R1 C CAC MI Windows - 185 SH (Flange) 11 df Quality Assurance Contract Expiration Date 10/17/2018 Installation Instructions FL17499 R1 II 08-02550A.Ddf 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 111x72 Fin Frame IG/SG Single Hung 110x72 Flange Frame IG/SG Single Hung Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17499 R1 C CAC MI Windows - 185 SH Triple (Fin) L3)_pdfApprovedforuseoutsideHVHZ: Yes Impact Resistant: No FL17499 R1 C CAC MI Windows - 185 SH Triple (Fin) 4).DdfDesignPressure: +50/-50 Other: R-PG50* FL17499 R1 C CAC MI Windows - 185 SH Triple (Flange) 3).Ddf FL17499 R1 C CAC MI Windows - 185 SH Triple (Flange) 4 df 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.Ddf Created by Independent Third Party: Yes 17499.7 185 Twin SH 106x72 Fin Frame IG/SG Single Hung 105x72 Flange Frame IG/SG Single Hung Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17499 R1 C CAC MI Windows - 185 SH Twin (Fin) L3Z.pdfApprovedforuseoutsideHVHZ: Yes Impact Resistant: No FL17499 R1 C CAC MI Windows - 185 SH Twin (Fin) 4 dfDesignPressure: +45/-45 Other: R-PG45 FL17499 R1 C CAC MI Windows - 185 SH Twin (Flange1 3 . df FL17499 R1 C CAC MI Windows - 185 SH Twin (Flange) 4).pdf Quality Assurance Contract Expiration Date 10/20/2018 Installation Instructions FL17499 R1 II_ 08-02547A'pdf Verified By: Luis R Lomas PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17499 R1 AE 513323A.Ddf Created by Independent Third Party: Yes Back Nezt Contact Us :: 2601 Blair Stone Road. Tallahassee FL 32399 Phone: 850-487-1824 The State of Florida is an ANEEO 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: o.r ava:s;.a: 5L'C313'lf1 Aih-TRBz http://www.floridabuilding.org/pr/pr_app_dtl. aspx?param=wGEVXQwtDgtCUGgvj Qiz6BP... 9/7/2017 NOWS, 1 ME PUDMT SHOWN HERON IS DESIGNED MO ISAVILIFEMI IT TO COMPIN WITH PE) U!FMENPS 0, HE BUILD11,1 GODE JNCLUDINC, THE HVHZ, 2.. AND MASONU OPENING TO BE DESIGNED AND AWHNQD TO PROPERPY TRANSER ALL LOADS TO ;IJICTURE. FR.AMING AND IASCNP-r OPET,,RIG !S THE HI- uf,' ENINEEIP OF Rla'-ORD, IX 131-!Ck' .)VER IS OFITIONA! 4.,Afl-jffE R, RUC' K IS T.ESS. THAN UNITS 1,,!Lj.-,T BE ANUMIT[l) 11RONOH TFIE rRAf,F 1N ACCORDANI'[ WIfil MAN UFACIUREIF'.S INST AATiON NSTROCTI_Nl ANN-HORS SHALL BE SECURElY Fo,\', EKED DIRF.CTI.Y INTO MASONRY, OR 01PEF SIFOJICTULAl- SUBSIPAIE MATERIAL. I =UK WOOD BUCK tlik--KPE-SS IS 1 112" GREA'ItR, EiUCK S-IIALL BE SECURELY FA',-,TNl-D If`-) COMIRETE OR ORRI. TRUCTUML SMSTITATE, WINDOW UWE MAY BE MCHOREO THROUGH FRVMir, TO SE(!:iRFD V;D';F) B(Ji; K IN ACCQRDANCE. WITH 1,4*1lfURER'S PUBUSHE-D IW.- IALI-AI!CN E. MUM A BAK IS HOT USED DISS11,. 11LAR TIAILFJALS MUST ut SLPAPAIED lh'Ifll APPIQ 'dflj COAMIG OR M.EWRANE M-EVON OF COATTS OR k4EMBRA.NF iS THE REP0flSIB1_ITY OF THE AHCHOEC.1 OP, ENGINEER OF PEcORD, V MUS 9-LA! EXTEND BIAMD WINDOW INTERIOR FACE SO TMT FAL FRAME SUPORT r,3 PP.')Vl--,-ED. I MR FIN N090MM 011d AS NEEDED. FOR FRAME INSTALATON SiJiM REC)UIRED Y.N.7 EACH AN:., :OF I_Of.-,ATION WIMLOAD 130MG SHIM. SHIM ViIIERE SPACE. 0,- GRE1 :OR MCUR& MAXIVUJA SPIK-1 --A; l< C TO BE 1/4'. 2. SHAd.l. BiELOCATEi), AFHJ,.-D ANDf,ADIF: FRCOMI MXWRIALS AND DUTIAITS CATAKE: OF APPLICABLE 0) WHO LID DURATeN Fit MR C"h6 WAS USED MR WOOD ANCHOR CALCUI-ATIONS. it FRAME MATEMMFMIMMED ITKAD PVC. 12 Ul,llf-' tIUSF BE GLAZED POT A&M E13MOV0, aE ITET 14 MR GO% I)DWLS'. APPR,-.VED HPACT PFICTFt.-TiVE SYSTE`s 1, _EQ FOF1THIS PrODijCT IW C BOUT DEEIRS RIMMIS FCP ANCIIOR!F 1IN HIPL) 'NOODIRANHK', OR 2X UE 18, V,`(;OD `-,(-'RLWS NITH !,!J F!--JFNT WCTH TO ANIVE A 1 !A- WNIIJUM ENS.. WO SUBSTITATE. OCAIlANCHURS A'S SHOV11111 IN H-[VAI:10N3 ANT) IN` IALLAIION DETAILS. TABLE OF D NTWS I ---- sou ND. l DESCIRIPTION 1 NMES 2 -- ELIWAT ONS 5 -- i 7 lllTALLATICN DETAIL; 14 COMPONFINTS OCSCRIPTIO W r;hTE R ^V1 S E D , POR PA.. Af4r EIPA JNC- & CHART5 15. FOR THROUGH FRAME N-O INOOD FRAMING' OR 2" EiUCK LI 4/1-o ocoO SCREWS WITH SUF`FI0ENT ANCTIVI TO ACHIEW/E. A 1 I/A" HIN IMOTA O0BFDTIFIIT ;NTo SUBMUTE LOCATE AN. In TAM IN nEVATUNS AND NTAUMUN DLTW;. 11 'OR ANCHORINU THROUGH FRAME NiC V. A.SQ N RY/CO W,'R ETE USE 35/ 16" IAP(,ON's Vow Uj7,.lClENF LENGTH TO ACHIsE A I We MMWjM EWEDMIJIT INTO SUBSARATE WITH 2 1/2- I-, fINIi1iP.4 EDGE DIS-ANCL. LOGAfL, ANCHOES A.-.,, SI-ICYNN IN ELEVAtliOms ANO INgMaMMIll DETAILS. 1 7. FOR Ai,jUlHORING 1111"olJOH FRAT.iL NTID METAL 5Tk1 C :SE #10 st"Is or". SEU: DRILLING SCREWS WITH SUFF101AT LE1,16TH TO Ae,-,IllE,/E 3 T!:il-,EADS VINIMUl"I DF- fMD STRUCTURE HIERKIR VtALL. LOCATE ANCHOR'S AS SHOWN IN' ELEVA11,DNIS AND NSrALLA-110N DE IA AT FA T-, FRS T1RE, -,-OR0S!ON RSESISTAN1 11I. q RAIAUATION 00010 SHALBENI,14.-1- N WHANCHDF, MANUFACIURER'S INSIAILA.11ON INSIPLICHONS AND ANCHO!?', SHALL NOI Bi.. USEDINS11119STRUFSWITHSTROGNSIT% THAN WMSTRENGTHE MINIMSTRENGTH SNOIT WD BM: A. VVGOG: fA1Nltv.UlA SPECIFIC 01: G-0.42 13. U.)HCRFIE: MINI3'.1UM CO.?,APPESQ. >TRENG111 2_000PSI. C, IIASONNY: HOLLOW/loll. LED BLOCK PF-IR AS,11,4, C90 YVIIH (-( r=-,.,l)OGPS,,I FAINIMUM. I,'% IyIFTlj. STRU(JURE: STEEL 180A (A) IF') F1=,,,--KSI/FU=52KSl OR AiAAAINUM 61063 T5 FU-30KSl .048" THICK K-11'11M.Uld SIGNED: 0711212016 Ml WINDOWS AND DOCURS qQ 0 /j// 65U WEM MARKET STREET GRATZ, PA 17030-0370 4f SOTS 185 AWMINUM SINGLE HUNG WINDOW 52" X84" NON - IMPACT NOTES TAf 1ej P mm: Rev N. G. 08-025415 A 1 t9l IIONAI- S NTS 121119 114 1 OF 14 2 ?.d .:< iFtAFIEi ','!It.i1F1 — L... wo" 3 tl<ah,!E:. :`+If7?L{ i I tr• 4" hwY, f F ,ME i[IG:; I -IT I FA X oO.0 MAX IFIGHT i u I X i i, 185 ALUMINUM SINGLE HUNG WINDOW 185 ALUMINUM SINGLE HUNG WINDOW EXTERIOR VIEW DESIGNER EXTERIOR VIEW FLANGE & FINLESS INSTALLATION FLANGE & FINLESS INSTALLATION WITHOUT FILLERS WITHOUT FILLERS SEE CHART #1 FOR SMALLER UNITS REQUIRED ANCHORS SEE CHART #1 FOR SMALLER UNITS REQUIRED ANCHORS DESIGN PRESSURE RATING IMPACT RATING i60.OPSF NONE 1 2 dA;? FSI, f\ ..3II I.I_ Ci.. A 5,_ X <. 7- HARDWARE SCHEDULE METAL SWEEP LOCK AT8" FROM EACH END INTERIOR MEETING RAIL BLOCK A N D TACKLE BA LA N CE AT JAMBS DF.SC,.F.T?TICN DATE 1WED P: .F[i ANC,H iR SFAAC,II4C' V, CH^,4TS _ / 1 1 '20' 6 R.A. CHART#1 UNITS INSTALLED WITHOUT FILLERS Number of anchor Iodations required Frame Frame Width (In) _ Helght f8.00 24.00 30.00 36.00 42.00 48.00 52.00 In) Head Jamb Head Jamb Head Jamb Head Jamb Head Jamb Head Jamb Head Jamb 24.00 2 3 3 3 3 1 3 3 3 4 3 4 3 1 4 3 30.00 2 3 3 3 3 3 3 3 4 3 4 3 4 3 36.00 2 3 3 3 3 3 3 3 4 3 4 3 4 3 42.00 2 4 3 4 3 4 3 4 4 4 4 4 4 4 48.00 2 4 3 4 3 4 3 4 4 4 4 4 4 4 54.00 2 5 3 5 3 5 3 5 4 5 4 5 4 5 60,00 2 5 3 5 3 5: 3 5 4 5 4 5 4. 5 66.00 2 5 3 5 3 5 3 5 4 5 4 5 4 5 72.00 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 84.00 2 6 3 6 3 6 3 6 4 6 4 7 5 7 I WINDOWS AND DOORS 650 WEST MARKET SIREFT GRAT'Z, PA 1 030-0370 SERIES 185 ALUMINUM SINGLE HUNG WINDOW 52"Y84" NON IMPACT FLANGE & FINLESS ELEVATIONS DRAWN: DiYf.: t4,S N.G. 108-02546 sent[: NTS C41 12/09/14 s"K"12 OF 14 SIGNED: 0711212016 0\11111I - - ` i r•.`G E Ns.1p r5 tAT REV A 52" [,,IA'X 71RA.M.E ........... 52" Iv!.AX FRAME WIDTH 2" VAY 21" ,,IA,< 2." NIA',< 16" M.AX 2" MA.< ACING 1,4 IlAX MAX O CHART #2 UNITS INSTALLED WITH FILLERS Number of,anchor locations required 13 Ram a 1800 Frame Width (in) He Ight (In) Zad Jamb H eadmb 2400 30.00 3600 42.00 1 48.00 52.00 l.4 A:< MAX ja Head jJamb Head jJam b Head Jamb Head J, -b Head il-b 24,00 2 3 3 1 3 3 1 3 3 3 4 3 4 3 4 3 EKH: 30,00 2 3 3 3 3 3 3 3 4 3 4 3 4 3 36.00 2 3 3 3 3 3 3 3 4 3 4 3 4 3 42,00 2 4 3 4 3 4 3 4 4 4 4 4 4 4 48.00 2 4 3 4 3 4 3 4 4 4 4 4 4 4 54.00 2 5 3 5 3 5 3 5 4 5 4 5 4 5 60.00 2 5 3 5 3 5 3 5 4 5 4 5 4 5 66 3 5 3 5 3 5 4 5 4 5 4 52020334li64 78.00 2 3 i 1 3 6 1 3 1 6 1 4 6 4 6 4 6 4" 84.00 2 1 6 1 3 6 1 3 6 13 6 4 6 4 6 4 6 2." V1 - 185 ALUMINUM -..SINGLE -HUNG WINDOW 185 ALUMINUM SINGLE HUNG WINDOW EXTERIOR VIEW DESIGNER EXTERIOR VIEW FLANGE& FINLESS INSTALLATION FLANGE& FINLESS INSTALLATION I WITH FILLERS WITH FILLERS SEE CHART #2 FOR SMALLER UNITS REQUIRED ANCHORS SEE CHART #2FOR SMALLER UNITS REQUIRED ANCHORS DESIGN PRESSURE RATING IMPACT RATING 160.0PSF NONE. IA:0,10,1 S4,S1 1 `,111.111 : 5 1 Y, 6 2. S*A51 1 4 5/8" X 32 11/2" SWEEP LOCK AT8" FROM EACH END INTERIOR MEETING AND TACKLE BALANCE AT JAMBS V1 WINDOWS AND DOORS 650 WEST MARKET STREET GRATZ, PA 17030-0370 SERIES 185 ALUMINUM SINGLE HUNG WINDOW 52"X84" NON—IMPACI FLANGE P. FINLESS ELEVATIONS N. G. 08-02546 77: N T—,--T—,,12/09/14 js`..Y,3 OF 14 SIGNED: 0711212016 J MAX O I z MAX MAX 1 .......... t IC" MAX I I Iv'A,X 1:;2AME HEIGHT MAY FRAME '.0T11 .......... 4 I 185 ALUMINUM SINGLE HUNG WINDOW 185 ALUMINUM SINGLE HUNG WINDOW EXTERIOR VIEW DESIGNER EXTERIOR VIEW FIN.INSTALLATION FW INSTALLATION SEE CHART #3 FOR SMALLER UNITS REQUIRED ANCHORS SEE CHART #3 FOR SMALLER UNITS REQUIRED ANCHORS DESIGN PRESSURE RATING IMPACT RATING 60.OPSF NONE A 101i Sli sIlL: zt ". ) 2' A LLt. iA U. 4 .'7? Y 1/2". 3- MA X, I U'.. FULL D L i 4 I '4 e 42" HARDWARE SCHEDULE DF, SC. F:IFT4`I nATF. I .- o m R- .SR) ,1 I ;P SPACING k CliARTS, CHART O Number of anchor locations required Frame Frame Width (in) Height(In) 18.00 14.00 30.00 36,00 42.00 48.00 52.00 H8S Jamb H8S Jamb HSS Jamb H3S Jamb HB.S Jamb H&S Jamb H&S Jamb 24.00 3 3 3 3 4 3 5 1 3 5 3 6 3. 6 3 30,00 3 4 3 4 4 4 5 1 4 5 4 6 4 6 4 36,00 3 5 3 5 A 5 5 5 5 5 6 5 6 5 42.00 3 5 3 5 4 5 5 5 5 5 6 5 6 5 48.00 3 6 3 6 4 6 5 6 5 6 6 6 6 6 54.00 3 6 3 6 4 6 5 6 5 6 6 6 6 6 60.00 3 7 3 4 7 5 7 5 7 1 6 7 6 7 66.00 3 8 3 8 4 8 5 8 5 8 6 8 6 8 72.00 3 8 3 8 4 8 5 8 5 8 6 6 6 8 78.00 3 9 3 9 4 9 5 9 5 9 6 9 6 9 84.00 3 9 3 9 4 9 5 9 5 9 6 9 6 9 SIGNED: 0711212016 M6S4'INDOy"% MARK(ED SDOQRJTREET`\`\\ GRATZ, HA 170300370 RtIIL/ 0WEST7j//i 1 y • GENS.9,% it• p, ¢5 *= rf' 11VIONAL1 aG\ SERIES 185 ALUMINUM SINGLE HUNG WINDOW 52" X84" NON -IMPACT FIN ELEVATION N. G. 08 025469E A NTS nn:i. i 2/09% 14 1 4 OBIKIK B7 011HERS BACKE. R R",A) AAN 1 EXTERIOR 1/ 2 MIN FH9Ff, N I S,f IM SPAf-':L PPR 0 L) ANT INTERIOR INTERIOR EXTERIOR Tr RE SET 0. IN A BED ur Ap D FR FsT R *l. I " T JR.Al Nl S EALAPRIOVIF11/ 4" IIAX. R A K, E R. R APPROVED q, C, D,, BY OillEill' S METAL--, ST.tUC1URE BY OTHERS VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION NOTES: I. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 1 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM Eit 12 1/4' ml:. ED(;E DiS.ANCE VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION 1/,C' IiAX. Sl IIIA SPACE IS OF' R111-UNC, INTERIOR RA TO BF SET IN A BED Ol: APPROVED ST. 5?( JCTUR , 7AL SEALANT 1/ 4" MAX. SHIM 'PACE IATI A- 7.011 11 REVQEDANCHOR SPAqNG &, CHARTS 1/4' AAk EMBEDMEN.. Silt': 'PACE INTERIOR MIN D r) ll--, TA I x wo Or REW OP 2X BU(; K EXTERIOR B.ACK-H RODBY AFPR',)V; D JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION 1 /45' IMAX. SHIM SPACE 10 SMS 011 F INTERIOR RUNS lin 3/ 4 EDGE A Ed- TAINCE jEXTERIORAAP. PROVED E.1 LATI;:-! JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION SIGNED: 0711212016 MI WINDOWS AND DOORS 6,50 WEST MARKET SIREFT R L GRATZ, PA 17030- 0370 SERIES 185 ALUMINUM SINGLE HUNG WINDOV,? 52"X84 NON IMPACT 1 4 ZOF FLANGEINSTALLATION DETAILSVVITHOUTFILLERSTtAXN. G. 08- 0.2846 A All NTS 10VI 12/0,q/14 5 OF 14 2 1 /2" h ^d REV: ;•'..rt13 I AR F F.Fu DF '2mTt•H D4TF 1 °RG"r0 A .............. P 3[[C J1(I ..R SPACRO & CHAF-S .i 1?201F RA__ I e n e C TIr J .. 1X FiCK A PAlhl: L J: TLS t __' .._.. l _. EiD ! Ni 1.iIN.. ...... E.:,, E. M I . Si t 1. inX .. ail{ F CKf..I'. •:: I'; ` IHIM ;SPA:C r SLALANT l , 1I LINTERIOR I 1r f ' F777771 Y iEXTERIOR INTERIOR t' A ` 4 o.. -' Y ... E I I . DISTANCE EXTERIOR BACKER ROD F•, r> PPROED r 1c dAl_ hL r r< .rr HETi JAMB INSTALLATION DETAIL r,-T ------------------------------- ItJ` IA 8, D ( CONCAETEMASONRYINSTALLATION R4CIiF POD P r D k AFPR :. TRUCTURAI.. ESL i - NOTES: f Ti1jNA I) E 1 6 - I,`AX. 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, 11 E 1 SLiif`9 `_ a'ACE NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 SIGNED; 0711212016 A MI WINDOWS AND DOORS RY!t1l y n E50 WLSF MARKET SIREET' J\$. 015/ GKAT'Z, PA 1/030-0370=y'•*\GENs•'lp SERIES 185 ALUMINUM SINGLE HUNG WINDOW 1*• ,' 0 625 *= 52"X8d" NON IMPACT if FLANGE INSTALLATION DETAILS WITHOUT FILLERSATE 0 VERTICALCROSS SECTION O CONCRETE/MASQNRY INSTALLA TIONAl s- ldR1QP °•` I.G. rJTS nnrt:: 12/09!14 08 0256GOF 14 '/% r 0NA„ G BLICl< Ell' ()11,4 1, Wl("I':7 P i-1101) APPROVE 7LA ANT ILLER 4' MIN I EDCE. DISTANCE IviEIA'- H STRuCTURF E. Ill B I.-, I' IF. N 1 11/4 EiAX, S -1100 ASP CL S111M SPAC , Nwl ANTit INTERIOR EXTERIOR BAC: R ROD 0< APPRIONFE) EAJ AN 7 INC ;0[ FRA1,1:1, 011 1 2X BJCK BY 011iERS R ,, f) FIT. -ER io Sims OR H,011 INTERIOR EXTERIOR III !II 5 1: -. 1, N,,' FE SP BEE), 01: AP r-, ROVED I C, Ti) PAL SEFaT: 1 1 /4" rv!A. BACKER. RC D S" APPPOVE.-D MET/ STRUCTUF BY OTHEF VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION 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 I I BF ;FT J STRUCTURA;:. SEALANI 1/4" MAX. SI-IIM SPACE 0 F S-C r. J P T i 1) N I LATE I A-".OVED 211:11 R:—V13F.r A140"DR SPING & o;KARTS 7 1 1 rj 16 r, I... I I ' /4" IyflN. 1114 MAk EMbLDM.. [ A MA SPACE 1/ 2 INTERIOR I- AIN DISTANCE 77=— ............... X' c SURE" N DP 2 X 11 "K EXTERIOR BY OTIIERS BACKERROD PP AROVEDALAN JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION 1/ 4" FAX SHIM, S-WiCE 6r OTHER,- flo ; has clINTERIOR SELF CRILW! MIN. D S ! EXTERIOR RIGID BAf' KER, RCD APPROVED S, EA1 AINT JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION SIGNED: 0711212016 MI WINDOWS AND DOORS SI 6,50 WESTMTREETARKEL 0GRATZ, PA 17030-0370 0 5 r -*s_ SERIES 185 ALUMINUM SINGLEHUNGWINDOW52"X84" NON IMPACT ZOF FLANGE INSTALLATION DETAILS WITHFILLERS0 . STATE1 V N. G. 08- 02546 ONAL 11111110\ 1- NTS- 12/ 09/14 1 7 OF 14 3(,Al CATE F17OF14 2 1/2M.c,. DGE NETANCE NC. . .. . . ........ y 07H R-1 Ix Buc M: I NOVES3EBIDM. N I 7 .. ....... . . . ........... ........ .... . . . ........ MAX. APPr0VE1f: S; A_ RIGID 3/16" TAICON F =—:j EXTERIOR INTERIOR SILL TO BE SET IN A B-11 OF BACKFR POD A'PPPOVEL) APPR,)VED SEALA.N1 A r j T UPTION11,41 - I XB U C!, L'ff SHIM SPACE 1, A S r I R VERTICAL CROSS SECTION CONCRETEMASONRY INSTALLATION EMBEDMENT Nf' BY OTHERS Zi/lr." TAPCON 2 112" MIN. ED (p F. DISTANCE m REV IMONS , 1311, A PVISED, AMPOR SPAC.ING K. C14ARTS 1 07/11/20161 RL C-110IIIA: 1X R CK SE.- No- i S i I;:;! I MAX. SHIM SPACE INTERIOR EXTERIOR BACKER ROD APPROVED 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 MI WINDOWS AND DOORS 650 WEST MARKET SIREFT GRATZ, PA 17030- 0370 SERIES 185 ALUMINUM' SINGLE HUNG WINDOW 52" X84" NON-IVIPACT FLANGE INSTALLATION DETAILS WITH FILLER N. G. 46 A NTS 12/09/ 14 OF 14 SIGNED: 0711212016 0\111111L111" o o TAT OF 910NAL D FfXfl146 0 rl RUC.K By 0114E:<,,, I. P, RUT) A 1 A N 1 lv E D( E D:,-,-,-:AN;;,'lE 0 1 o ",uloG JYLIJ ti INTERIOR EXTERIOR EA(K R ROD APP R 11) v I I'll ALAN'l OR 2X BUCKJCK BY OTHERS META; - TRUE; 9) OF "ERS APPROVE.-i", EXTERIOR SI In,- SET fN A BED 01: APPROVEC, STRUCTLIRAL SCALAN 1/4" t./.A)(, APPROVEE SH;V. SPACE SEAUANJI VERTICAL CROSS SECTION WOOD FRAMING OR 2X SUCK 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 E2 f 12 METAL STRUCTURE BY OTHER EDGE )IS.IANCE 1 /4 MAX. S'111111 SPACE IS OR FI -r'R 1-1-ING INTERIOR VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION SI; - L BE IN A BEf.',' OF APPROVED SEA. :.. -AN 1 1/4" MAX. SHIM SPACE REV!31O0:7, OCSU'IPPON LATE AP. ^CiiFD A REV!SED ANC1.0,13 zSPACING 2t 1:1 ART7 ?,71/11 /213 16 R. 1- 11""', WIN, 14 1 INTERIOR MIN DG, F. 10, WOO[) EXTERIOR WOOL', FRAM!NG 01? 2X BY OTHERS, SEAl AN I JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION 1/4" MAX. SHIM ;.,PAC,-- ilic, sms o;, INTERIOR 4 14" CI!S IANCE EXTERIOR BACKER T-l*CD RARE APPROVED BY OIHE;4 EA! AN: JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION SIGNED: 0711212016 MI WINDOWS AND DOORS o\jliIIl///jd, // C, 0 650 WEST MARKET SIREFT PAGRATZ, 17030-0370 SERIES 185 ALUMINUM SINGLE HUNG WINDOW 0 5 52"X84" NON IMPACT FINLESS INSTALLATION DETAILS WITHOUT FILLERS 4 i 0TAT0 NO. 0 R N. G. 08-0,2546 A ONAI. NTS 12/0q/14 lsma!q OF 14 2 1 /2" MIN. Ff.;C,E DISTANCE BY 07L-I R 1 11/4" MIN. 4 ILMBEDMENI E NOIES 3 7 o'l If 0 'IT 4 MAX. T A.,,',K( R WN' 'SHR.4 c;PA,,'.E T'rR rlOVE SEALANT TAICON 17II, "j EXTERIOR Ht INTERIOR SILL TO BE SZT I A, t, E D 0 F BACKFR ROD APF110 7D A ' PROVE.` UCTURN_ SEAL NI f ;X I C%FTk) I`JA: IX BiJ(- I klAX. N t.. lt7).\ 1(7,P,--TFI/IL'A t',I R J ByI VERTICAL CROSS SECTION TUNKS&M OMVRE RYINSTALLATIONEkil, E D.M E N C Cj r I C R E— 11M AS --, r 4 P Y 31 OTHERu 3/16" TACOI` DES': R PTiON et+1F 1,,'201f RI. 0'PlIONAL 1X Ru . CK S F E N () -1 ES 3 SlL_r f I I/ UAX. 5IPT, 1. SPACE INTERIOR r . r m N. 2 EDGF ul S_ TA CE EXTERIOR 5ACKER ROD G". ' PrPo".1- 6 SENAW 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 M650I WIWEDNST OWMARKS AND DOORS0\111I)I ET REFT SI R. IIIjel L0 N'q :1'+ GRATZ, PA 17030-0370SERIES185ALUMINUMSINGLE HUNG WINDOW 0 52"X84" NON IMPACT FINLESS INSTALLATION DETAILS WITHOUT FILLER 0. . M T OFtt A Z ip N. G. 08- 02546AIONAI. NTS 121/09/14 10 OF14 1 if I I I0 1/2" MIN EDGE D6-;A1e'-'1--- D fldifi C"R 2"x BUCK o" om I's BAC!':2- R ROD 4" `,IAX, 6: SI Imp A. S -A LAN T RIGID ILLIR # lo o"noD JF INTERIOR EXTERIOR Y OF iiEIR r 1/1" YiN EDGE DISIANCE 1 ' 1A " MAX, SI , IIM SPACE s P- A I AN T I LL L R "'ilo S"I". op Ril"l INC SC EXTERIOR T INTERIOR S11 TO RE -.:[T N A BED OF APPROV 70 rT TRH :RA BA"'.(-R R D b F 11 R 11) v E. z IiT Acl<F H I,,! S P ACE OR x U K F I HL R'S METAL STRUCTURE BY 01 HER - 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 OTI IERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION SII C.uR. F :; FT1,111 A B ")I: APPROVED SIRLY - SE.LA IJ 1/4" MAX. SHIM SPACE RF? A t)F;CPTiON 'ATE, 1 . . .... .. ........ RIFVI.- ED ANI-1 -,)R SPACINC i'll"'RTS j 71II,?2n1F-j p R. L. 1 1/4" MIN. 1/4" MAX. E M U E D M E: N f A .......... . . . ......... INTERIOR T C'—W— EW EXTERIOR wo! G FRAmill", OF 2X BIUCK B' Y 0THrF"S [iACKER POD ij, FILLER JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION V ET/li srRu( - I uRF: 114'; M,"\X, of i i ERS SHIM sr. I,,-. 17. tG sms OR INTERIOR SELF DRILLING, V, 6 FDGFD, lS IANCL 'sf, EXTERIOR UACKER RCD FILLER Z. APPROVE) JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION SIGNED: 0711212016 MI WINDOWS AND DOORS 01111111/// 650 WEST MARKET SIREF! c' R. L6 Nq GRATZ, PA 17030-0370 r SERIES185ALUMINUMSINGLEHUNGWINDOW52" X84" NON IMPACT 4%v ' WTAXZOF FINLESSINSTALLATIONDETAILSWITHFILLERSA. N. G. 08-02546 A N TS 11"'": 12/09/14 11 OF 14 C-Ire OPTION Al.. 1 k h li; E NOTES 3- SHr E: 'I f '••C:KE h C dJ APPROVED EP,- 2. i2•' MIN. F-I:iGE T ANOF. i F:1 .__ .... ....... a .-.. e ./• MIN. L MREDMENT 1" MAX. ti41- SHIM SPA-CE i1L.:Z ZZ. Y........... EXTERIOR III _.Ii, ., INTERIOR I SILL `C BE SET f A BEC 01" B f<F D E : OV7D SPPRi - -; r TR CT F:-\L L A, L .I S S f :r fF rr sl NA 'FACF II EF 1 L. w_ ....._................_. a n a VERTICAL CROSS SECTION CONCRETEIMASONRY INSTALLATION FEvi"rrl:; DF.Srg1'Trt;IJ I Cl,iE .a*,^OVED r' 3CG ald, L,>f' SrA NG & ;14Ar-S /11j2Uip RI hall E JnEC.ME`J OPHONR 1Y L.;";K 1SIDE NOTES 3 — w II_r_i i. 1 J I4 1E..' TAPC^Pd y INTERIOR 1 , I I.. li a_ MI. E. h:F I Sr 0 EXTERIOR I v aj GKEn ROD tr. APPROVED RIGID .`.fi:.ALP.Pv'''•. FI'i._I..ER 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 SIGNED.- 0711212016 I 1NINDOWS AND DOORS 1111I11/Ii,, R• tQ2/j i650WESTMARkf1SI'REVT GRAT'Z, PA 17030037.0 s GENs- 9'P%i terk• 0 65.= SERIES185ALUMINUMSINGLEHUNGWINDOW52" X84" NON—IMPACT FINLESS INSTALLATION DETAILS WITH FILLET. S/ TAT OF N. G. 08 02_Sn6 a j A11E C\\\ 4 tJTS12/09/14 12 OF 14 ur: n/om s MAX. HIM sp^ c CDpmwwo—\ —t— 1`M SHIM SFACE RE~=°= ' INTERIOR lie EXTERIOR op, INTERIOR 7/ Vik EXTERIOR JAMB INSTALLATION DETAIL WOOD FRAMING OR2X BUCK INSTALLATION NJAX NOTES: HIM SPACE 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, t NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE 0711212016 VERTICAL CROSS SECTION GRATZ, PA 17030-0370 WOOD FRAMING OR 2X BUCK INSTALLATION ERIES 185 ALUMINUM SINGLE HUNG WINDOW 0 5 52"X84" NON -IMPACT FIN INSTALLATION DETAILS S;41 0. 16 rr 2 .. 16 FLANGE FRAME HEAD FLANGE FRAME JAMB CM-18501 CM-18503 ALUMINUM 6063-T5.050" THICK ALUMINUM 6063-T5.0 , 50"THICK 2 FLANGE FRAME SILL CM- 18502 ALUMINUM 6063-T5.055" THICK I 5;/E LOCK RAIL/STILE CM-18565 ALUMINUM 6063- T5.062" THICK GLAZING BEAD RIGID PVC.060" THICK FINLESS FRAME SILL CM- 18554 ALUMINUM 6063-T5.055'THICK 1 7 JI2, 5 / 16,'! L SASH BOTTOM RAILSASH & ji&g ...................... - ALUMINUM 6063-T5.050"THICK I. ............ GLAZING. BEAD, V- 185 RIGID PVC .050'THICK 2 5/116" - 1 FINLESS FRAME HEAD CML18553 ALUMINUM.6063-T5.050" THICK ri MEETING RAIL CM- 18504 ALUMINUM 6063- T5.055" THICK 13 /16" i SASH STILE CM- 18507 ALUMINUM 606,1- T5 X50' THICK IL FINLESS FRAME JAMB CM- 18513 ALUMINUM 6663-r5m0, THICK 2 FIN FRAME HEAD cm- 18508 ALUMINUM 6063-T5.050'THICK 2 - 5 '8' ir FIN FRAME JAMB I ALUMINUM 6063- T5.050" THICK PtVls101j3 , Dr. Sr.. P I Kii, N I DATE I a-F ova' P':Vl,S[D ANICHCP, 'SPACING & CIMPTS 07/1 1 29 1 el PA.. 1/8" ANN. ANN. MET'^-L REIIIFORCED D 0 1 i L S PA, E R EXTERIOR I -- INTERIOR SILIC01,1L 14i. BL""ICK GLAZING DETAIL AGLAZING .. ---- -- - 3/16" ANN EXTERIOR INTERIOR 8" iTE - 1ON[ S- UNI 1 rT N:.: LOCK, GLAZING DETAIL B Yll WINDOWS AND DOORS 650 WEST MARKET SrRFFT GRATZ, PA 17030-0370 SERIES 185 ALUMINUM SINGLE HUNG WINDOW 521' X84" NON IMPACT COMPONENTS 8 C0.2546 ilCAll NTS J-E 12/09/14 ls+'K:F'14 OF 14 SIGNED: 0711212016 0\ 111111111,r IRL0 // 0 6y25 p AYMol. F 0 F4 0 R 0 N A 11/ 1111110\ Florida Building Code Online Page 2 of 3 13 Summary of Products FL # Model, Number or Name Description 15351.1 HS 188 Fin and Flange Frame 73x62 Insulated Glass Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL15351 R4 C CAC APC 97429.01-109-47 Fin and 97435.01-109 _47 Fla nge.pdfApprovedforuseoutsideHVHZ: Yes Impact Resistant: No Quality Assurance Contract Expiration Date Design Pressure: +55/-55 02/16/2019 Other: LC-PG55. Glass must comply with ASTM E1300-04. Installation Instructions FL15351 R4 II 188 HS FIN 73x62 DP55 As Tested 97429.01.1)df FL15351 R4 II 188HS 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.Ddf Created by Independent Third Party: Yes 15351.2 HS 188 Fin and Flange Frame XOX 120x62 Insulated Glass Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL15351 R4 C CAC APC 99775.01-109-47 Fin and 99780.01-109-47 Flanae.pdfApprovedforuseoutsideHVHZ: Yes Impact Resistant: No Quality Assurance Contract Expiration Date Design Pressure: +40/-55 04/15/2019 Other: HS-LC40 Installation Instructions FL15351 R4 1I 188HS XOX Flange Non -Impact Fastener Schedule 08-01156B.odf FL15351 R4 II Installation Instructions - 188 HS (XOX) As Tested 99775.01.odf 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 15351.3 HS 188 Fin Frame 73x62 Laminated Insulated Glass Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL15351 R4 C CAC APC 97356.01-109-47-RO 97429.01- 109-47-RO .pdfApprovedforuseoutsideHVHZ: Yes Impact Resistant- Yes Quality Assurance Contract Expiration Date Design Pressure: +55/-55 02/16/2019 Other: HS-LC55. Missile Level D, Wind Zone 3. Glass Installation Instructions consisted of 1/8" annealed outer lite, air space, 1/4" FL15351 R4 II Installation Instructions - 188 HS Impact FIN 73x62 Product 3.Ddfannealedlaminatedglasscomprisedof2sheetsof3/32" glass and 0.090" thick PVB by Solutia. Glass was bedded in Verified By: American Architectural Manufacturers Dow 995 silicone with a 5/8" glass bite. Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 15351.4 HS 188 Fin Frame 73x62 Laminated Glass Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL15351 R4 C CAC APC 97356.01-109-47-RO 97432.01- 109-47-RO Prod 14.DdfApprovedforuseoutsideHVHZ: Yes Impact Resistant: Yes Quality Assurance Contract Expiration Date Design Pressure: +50/-50 02/16/2019 Other: HS-LC50. Missile Level D, Wind Zone 3. Glass Installation Instructions consisted of 2 sheets of 3/32" annealed with 0.090" PVB by FL15351 R4 II Installation Instructions - 188 HS Impact FIN 73x62 Product 4.DdfSolutia. Glass was bedded in Dow 995 silicone with a 5/8" glass bite. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 115351.5 ( HS 188 Flange Frame 173x62 Laminated Glass 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 97354.01-109-47-RO 97433.01- 109-47-RO.Ddf Quality Assurance Contract Expiration Date 01/05/2019 Installation Instructions FL15351 R4 II Installation Instructions 08-01161B.Ddf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports http://www.floridabuildinc,.org/pr/pr_app_dtl.aspx?param=wGEVXQ rtDgtH85 72gvdVJIau... 9/7/2017 n Florida Building Gode Online Page 1 of 3 BCIS Home E Log In i User Registration Hot Topics Submit Surcharge Stats & Facts Publications FBC Staff BCIS Site Map Links Search b t+ Product Approval USER: Public UserP7ir y Product Approval Menu > Product or Application Search > Application List > Application Detail FL # FL15349-R8 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 0, MI Windows and Doors 650 West Market Street Gratz, PA 17030 717) 365-3300 Ext2560 bsitlinger@miwd.com Brent Sitlinger bsitlinger@miwd.com Windows Fixed Certification Mark or Listing American Architectural Manufacturers Association Steven M. Urich, PE Validation Checklist - Hardcopy Received Standard AAMA 506 AAMA/WDMA/CSA 101/I.S. 2/A440 Product Approval Method Method 1 Option A Date Submitted 11/18/2016 Date Validated 11/18/2016 Date Pending FBC Approval Date Approved 12/01/2016 Year 2008 2008 http://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQvADgtH85 72gvdWlan... 9/7/2017 Florida Building Code Online Page 2 of 3 Summary of Products 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.odf Impact Resistant: No Quality Assurance Contract Expiration Date Design Pressure: +60/-60 04/03/2018 Other: CW-PG60 Installation Instructions FL15349 R8 II 08-0235713_pdf Verified By: Luis R. Lomas, PE 62514 Created by Independent Third Party: Yes Evaluation Reports FL15349 R8 AE 51312413.1)df 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.odf Created by Independent Third Party: Yes 15349.3 185 PW Impact 72 x 72 Insulated Laminated Glass Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL15349 R8 C CAC APC 15454.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: Yes 06/25/2021 Design Pressure: +55/-55 Installation Instructions Other: FW-LC55, Missile Level D, Wind Zone 3. Glass FL15349 R8 II 08-02948.odf consisted of 5/32" tempered exterior - spacer - 5/32" Verified By: Luis R. Lomas, PE 62514 annealed / 0.100 Solutia Saflex HP / 5/32" annealed. Glass Created by Independent Third Party: Yes was bedded in Pecora 896 silicone with 5/8" glass bite. Evaluation Reports FL15349 R8 AE 513782.odf 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.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: Yes 12/05/2020 Design Pressure: +55/-55 Installation Instructions Other: FW-LC55, Missile Level D, Wind Zone 3. Glass FL15349 R8 II 08-01613B.pdf consisted of 5/32" annealed exterior - spacer - 5/32" Verified By: Luis Roberto Lomas 62514 annealed / 0.100 Solutia Saflex HP / 5/32" annealed. Glass Created by Independent Third Party: Yes was bedded in Pecora 896 silicone with 5/8" glass bite. Evaluation Reports FL15349 R8 AE 512277B.Ddf Created by Independent Third Party: Yes 15349.6 185 PW Impact 73 x 61 Insulated Laminated Glass Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL15349 R8 C CAC._APC._12136_pdf 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.odf http://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQNA tDgtH8572gvdWIan... 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.pdf 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 electroNc 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: Safe http://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgtH85 72gvdWlan... 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. 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. REVISIONS DESCRIPTION DATE APPROVED REVISED INSTALLATION DETAILS 06/01/15 R.L. REVISED NAME AND ADDRESS 10/27/16 1 R.L. 15.FOR ANCHORING THROUGH FRAME INTO WOOD FRAMING OR 2X BUCK USE #10 WOOD SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 1/4" MINIMUM EMBEDMENT INTO SUBSTRATE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 16.FOR ANCHORING THROUGH FRAME INTO MASONRY/CONCRETE USE 3/16" TAPCONS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 1/4" MINIMUM EMBEDMENT INTO SUBSTRATE WITH 2 1/2" MINIMUM EDGE DISTANCE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 17.FOR ANCHORING THROUGH FRAME INTO METAL STRUCTURE USE #10 SMS OR SELF DRILLING SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE 3 THREADS MINIMUM BEYOND STRUCTURE INTERIOR WALL. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 18. ALL FASTENERS TO BE CORROSION RESISTANT. 19. INSTALLATION ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH ANCHOR MANUFACTURER'S INSTALLATION INSTRUCTIONS AND ANCHORS SHALL NOT BE USED IN SUBSTRATES WITH STRENGTHS LESS THAN THE MINIMUM STRENGTH SPECIFIED BELOW: A. WOOD: MINIMUM SPECIFIC GRAVITY OF G=0.42 B. CONCRETE: MINIMUM COMPRESSIVE STRENGTH OF 2,000 PSI. C. MASONRY: HOLLOW/FILLED BLOCK PER ASTM C90 WITH Fm=2,000PSI MINIMUM. D. METAL STRUCTURE: STEEL 18GA (.048") FY=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. TABLE OF CONTENTS SHEET NO. DESCRIPTION 1 NOTES 2 - 3 ELEVATIONS, CHARTS AND GLAZING DETAILS 4 - 12 INSTALLATION DETAILS SIGNED: 1111512016 MI WIND DOORS, LLC IaL0oWw. MaDK ST.\\\J`<<R E N qGRATZ, PA 17030 v•'G •cP 1 0, 61 tSERIES185ALUMINUMFIXEDWINDOW 73" X 72" NON —IMPACT NOTES y0 , $TAT OF c`..A P j/s DRAWN: DWG NO. REV OS 57 B ids 0NA' i at` I'll I LUIS R. Lomas P.E. FL No.: 62514 S0scxENTSDATE09/03/14 1 OF 12 L. ROBERTO LOMAS P. E. 1432 WOODFORD RD LEWISVILLE, NC 27023 434- 666-0609 rllomas@lrlomaspe.com REVISIONS 72 1/2" MAX FRAME WIDTH REV DESCRIPRON. DATE APPRQJED 6" MAX — 18" MAX O.C. I 6" MAX I NOTES: A REVISED INSTALLATION DETAILS 06/01/15 R.L. 1. MAXIMUMD.L.O.: 693/4"X683/4" B REVISED NAME AND ADDRESS 10/27/16 R.L. L CHART#1 18" j Number of anchors required (without rigid fillers) MAX O.C. Frame Frame width (in) r— Height 24.00 1 30.00 36.00 42.00 1 48.00 54.00 60.00 66.00 1 72.50 In) Hd5 Pambl H85 Pamb H&S Pamb H&S ambl H&S jJamb H&S amb H&S amb H65 Pambl H&S Pamb 2 2 2 2 3 2 3 2 3 2 4 2 4 2 4 2 5 2 2 2 2 2 3 2 3 2 3 2 4 2 4 2 4 2 5 2 71 1 /2" 2 3 2 3 3 3 3 3 3 3 4 3 4 3 5 3 5 3 MAX 2 3 2 3 3 3 3 3 3 3 4 3 5 3 5 3 6 3 FRAME L66.00 2 3 2 3 3 3 3 3 3 3 4 3 5 3 6 3 6 3 HEIGHT 2 4 2 4 3 4 3 4 3 4 4 4 5 4 6 4 7 4 j 2 4 2 4 3 4 3 5 3 5 4 5 5 5 6 5 7 5 2 4 2 4 3 5 3 5 3 6 4 6 5 6 6 6 7 6 71.50 2 5 2 5 3 5 3 6 3 6 4 7 5 7 6 7 7 7 REFER TO CHARTS SERIES 185 ALUMINUM FIXED WINDOW 1 & #2 EXTERIOR VIEW CHART#2 FOR NUMBER OF ANCHORS REQUIRED Number of anchors required (with rigid fillers) 72 1 /2" MAX FRAME WIDTH Frame Frame width (in) 6" MAX-- 1B" MAX O.C. Height 24.00 30.00 36.00 4200. 48.00 54.00 60.00 66.00 72.50 I 6" MAX in) H&S Jamb H&S Jamb H&S Jamb H&S Jamb H&S Jamb H&S Jamb H&S amb H&S amb H&S amb 24.00 2 2 2 2 3 2 3 2 3 2 4 2 4 2 4 2 5 2 30.00 2 2 2 2 3 2- 3 2 3 2 4 2 4 2 4 2 5 2 6" 36.00 42.00 2 3 2 3 3 3 3 3 3 3 4 3 4 3 4 3 5 3 323233333334343435 48.00 2 3 2 3 3 3 3 3 3 3 4 3 4 3 4 7 5 3 54.00 2 - 4 1 2 4 3 4 3 4 3 4 4 4 4 4 4 4 5 4 60.00 2 4 2 4 3 4 3 4 3 4 4 4 4 4 4 4 5 4 L 71 1 /2" 1 B" 66.00 2 4 2 4 3 4 3 4 3 4 4 4 4 4 4 4 5 4 MAX MAX O.C. 71.50 2 5 2 5 3 5 3 5 3 5 4 5 4 5 4 5 1 5 FRAME "F_ SEE SHEETS 4-7 FOR INSTALLATION DETAILS HEIGHT REFER TO CHARTS — SERIES 185 ALUMINUM FIXED DESIGNER WINDOW 1 & #2 EXTERIOR VIEW FOR NUMBER OF ANCHORS REQUIRED DESIGN PRESSURE RATING IMPACT RATING 60.OPSF NONE MI WINDOWS AND DOORS, LLC 650 W. MARKET ST. GRATZ, PA 17030 SERIES 185 ALUMINUM FIXED WINDOW 73" X 72" NON —IMPACT FLANGE & FINLESS ELEVATION & CHARTS DRAWN: DWG NO, J.L. 08-02357 SCALE NTS JDATE 09/03/14 1SHEET 2 OF 12 L. ROBERTO LOMAS P. E. 1432 WOODFORD RD LEWISVILLE, NC 27023 434-688-0609 rllomas@lrlomasp&. m SIGNED: 1111512016 4egTTAfTOF lr REv ' F':CORtOP• N B i J/ss oNAl1E G\. Luis R. Lomas P.E. FL No.: 62514 71 FE HE 6" MAX — 72 1/2 MAX FRAME WIDTH — I18" MAX O.C. 1 j 18" MAX O.C. 1/2" IAX AME IGHIGHT j 6" MAX 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 V 18" MAX O.C. 71 1/2" MAX FRAME HEIGHT j REFER TO CHART #3 — FOR NUMBER OF SERIES 185 ALUMINUM FIXED DESIGNER WINDOW ANCHORS REQUIRED EXTERIOR VIEW DESIGN PRESSURE RATING IMPACT RATING t60.OPSF NONE NOTES: 1. MAXIMUMD.L.O.: 69314"X66314" REVISIONS DESCRIPTION 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 (in) Height 24.00 J0.00 J8.00 42.00 48.00 54.00 60.00 66.00 72.50 In) HAS Pambi HAS P..b HAS Jamb HAS Pamb H8S Jamb H85 Jamb HAS P..bl HAS amb HAS Jamb 14.00 3 3 3 3 3 3 4 3 4 3 4 3 5 3 5 3 6 3 30.00 3 3 3 3 3 3 4 3 4 3 4 3 5 3 6 3 36.00 3 3 3 3 3 3 4 3 4 3 4 3 5 3 6 3 42.00 3 4 3 4 3 4 4 4 4 4 4 4 5 4 6 4 3 4 3 4 3 4 4 4 4 4 4 4 5 4 6 4 3 4 3 4 3 4 4 4 4 4 4 4 5 45 4 63L400535354545455565 3 5 J3 5 4 5 4 5 4 5 5 5 6 5 3 6 3 6 3 6 4 6 4 6 4 6 5 6 6 6 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 & CHART DRAWN: DWG NO. J.L. 08-02357 SCALE NTS DATE 09/03/14 1 SH-3 OF 12 L. ROBERTO LOMAS P.E. 1432 WOODFORD RD LEWISVILLE. NC 27023 434-688_0609 rlloma50alrlomaspexom SIGNED: 1111512016 R! IL 0 A TAT OF0. tv s//ONA `)E G Luis R. Lomas P.E. FL No.: 62514 WOOD FRAMING OR 2X BUCK BY OTHERS 1/2" MIN. EDGE DISTANCE 1 1/4" MIN. r EMBEDMENT 1/4" MAX. BACKER ROD SHIM SPACE APPROVED SEALANT 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 EMBEDMENTBYOTHERS 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 T 1/" MIN. TANCEEDGEDISI / I INTERIOR 10 WOOD - 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 METAL STRUCTURE BY OTHERS 3/ 4" MIN. EDGE DISTANCE 3/ 4" MIN EDGE DISTANCE 1/ 4" MAX. SHIM SPACE 10 SMS OR SELF DRILLING SCREW INTERIOR 10 SMS OR SELF DRILLING SCREW RIGID FILLER 1/ 4" MAX. SHIM SPACE 3/ 4" MIN EDGE DISTANCE VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION 1/ 4" MAX. F SHIM SPACE INTERIOR 10 SMS OR J SELF DRILLING SCREWS METAL EXTERIOR STRUCTURE BACKER ROD BY OTHERS & APPROVED SEALANT JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION REVISIONS REV DESCRIPTION DATE APPROVED A REVISED INSTALLATION DETAILS 06/01/15 R.L. B REVISED NAME AND ADDRESS 10/27/16 1 R.L. NOTES: 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 SIGNED: 1111512016 DOORS, LLC MIWINDOWWMADK1R I L oi/ ETGRATZ, PA 17030 ST.\\\ J\S v•• XGNS 9s tk+ p51 SERIES185ALUMINUMFIXEDWINDOW73" X 72" NON -IMPACT c+ TATE FINLESSINSTALLATIONDETAILSWITHOUTFILLERSA•• 01,"J RID ` i`\ DRAWN: DWG NO. REVyO'C C `• Sp 08E357BtP G`\` 50SCALEDATENTS09/03/14 4 OF 12 LU15 R. Lomas P.E. FL No.: 62514 L. ROBERTO LOMAS P.E. 1432 WOODFORD RD LEWISVILLE, NC27023 434- 688-0609 rllomas@Irlomaspe.com ME REVISIONS ' REV 2 1/2" MIN. A DESCRIPTION REVISED INSTALLATION DETAILS DATE APPROVED 06/01/15 R.L. EDGE DISTANCE 8 REVISED NAME AND ADDRESS 10/27/16 R.L. CONCRETE/MASONRY BY OTHERS 1 1/4" MIN. 1 1/4" MIN. EMBEDMENT OPTIONAL 1X BUCK EMBEDMENT SEE NOTES 3 — 7 SHEET 1 t 1/4" MAX. CONCRETE/MASONRY BACKER ROD J BY OTHERS 1/4" MAX. APPROVED SHIM SPACE SHIM SPACE SEALANT OPTIONAL 1X 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 SEE NOTE 3 — 7 SHIM SPACE MIN. SHEET 1 EDGE DISTANCE EXTERIOR CONCRETE/MASONRY J BACKER ROD BY OTHERS a 1 1/4" MIN. APPROVED SEALANT 4. EMBEDMENT JAMB INSTALLATION DETAIL CONCREEJMASONRY INSTALLATION 2 1/2" MIN. EDGE DISTANCE VERTICAL CROSS SECTION CONCRETE/MASONRY INSTALLATION SIGNED: 1111512016 MI WINDOWS AND DOORS, LLC 650 W. MARKET ST. GRATZ, PA wltllilrri 7i J S F;; LO,y/i 17030 CENS.9+ NOTES: 1. INTERIOR AND EXTERIOR FINISHES,BYOTHERS, SERIES 185 ALUMINUM FIXED WINDOW' 73 X 72" NON —IMPACT j VU 6yo. _ NOT SHOWN FOR CLARITY. FINLESS INSTALLATION DETAILS WITHUT FILLERS i-n(Jf"{1 L>; TAT OF ty2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE ORtoDESIGNEDINACCORDANCEWITHASTME2112 JRIWN: DWG NO. RB rS •G`\`\ OS—D23S7 ONASCALEDATESHEETNITS09/03/14 5 OF 12 11 ` L. ROBERTO LOMAS P.E. - Luis R. Lomas P.E. 1432 WOODFORD ROLEWISVILLE, NC27023 434-666-0609 dlomas@Irlomaspe.com FL No.: 62514 REVISIONS 1/2" MIN. REV DESCRIPTION DATE APPROVED EDGE DISTANCE 3/4" MIN A REVISED INSTALLATION DETAILS 06/01/15 R.L. WOOD FRAMING 1 1/4" MIN. METAL EDGE DISTANCE B REVISED NAME AND ADDRESS 10/27/16 R.L. OR , BUCK EMBEDMENT STRUCTURE BY OTHERS BY OTHERS 1/4 MAX. r SHIM SPACE BACKER ROD APPROVED SEALANT EXTERIOR BACKER ROD APPROVED SEALANT WOOD FRAMING OR 2X BUCK BY OTHERS 1 /4" MAX. SHIM SPACE RIGID FILLER 10 WOOD SCREW 10 WOOD SCREW RIGID FILLER 1 /4" MAX. SHIM SPACE MIN. EMBEDMENT I 1/2" MIN. r EDGE DISTANCE VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION 1 1/4" MIN. EMBEDMENT 1/2" MIN. EDGE DISTANCE 1 /4" MAX. SHIM SPACE V RIGID FILLER INTERIOR 10 WOOD SCREW WOOD FRAMING EXTERIOR OR 2X BUCK BY OTHERS BACKER ROD APPROVED SEALANT JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION BACKER ROD APPROVED SEALANT EXTERIOR BACKER ROD APPROVED SEALANT META STRUCTUF BY OTHEF RIGID FILLER 10 SMS OR SELF DRILLING SCREW INTERIOR SMS OR DRILLING W FILLER 1 /4" MAX. SHIM SPACE 3/4" MIN EDGE DISTANCE VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION 1 /4" MAX. SHIM SPACE RIGID FILLER 3/4" MIN. EDGE DISTANCE INTERIOR 10 SMS OR SELF DRILLING SCREWS JBACKERMETAL EXTERIOR STRUCTURE ROD BY OTHERS APPROVED SEALANT JAMB INSTALLATION DETAIL 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 SIGNED: 1111512016 MI WIND DOORS, LLC`R I!Lro% oWw. MnDK GRATZ, PA 17030 E NSF 9v,•XG Lp SERIES 185 ALUMINUM FIXED WINDOW it' 0 6 73" X 72" NON —IMPACT o 4FINLESSINSTALLATIONDETAILSWITHRIGIDFILLERSTA T OF U DRAWN: DWG N0. REV 0 F • FS LOR1o;''G\A\`` OS S7 BfONA"\`\\t\ GALE NTS PATE sOE 09/03/14 6 OF 12 L. ROBERTO LOMAS P.E. 1432 WOODFORD RD LEWISVILLE, NO 27023 Luis R. Lomas P.E. FL No.: 62514434-668-0609 111—as@Ido maspe. cam 1 REVISIONS ' 2 1/2" MIN. REV A DESCRIPTION REVISED INSTALLATION DETAILS DATE APPROVED 06/01/15 R.L. EDGE DISTANCE 9 REVISED NAME AND ADDRESS 10/27/16 R.L. CONCRETE/MASONRY BY OTHERS a4. 1 1/4" MIN. 1 1/4" MIN. EMBEDMENT OPTIONAL 1X BUCK EMBEDMENT SEE NOTES 3 — 7 SHEET 1 CONCRETE BACKER ROD J 1/4" MAX. BYOTHERS 1/4" MAX. APPROVED SHIM SPACE SHIM SPACE SEALANT OPTIONAL 1X BUCK RIGID FILLER SEE NOTES 3 — 7 SHEET 1 v RIGID FILLER 3/16" TAPCON EXTERIOR INTERIOR 3/16" TAPCON V_ INTERIOR 3/16" TAPCON BACKER ROD APPROVED RIGID FILLER SEALANT MAX. 2 OPTIONAL 1X BUCK SEE NOTE 3 — 7 IN. SHIM SPACE MIN. HIM EDGE SHEET 1 DISTANCE EXTERIOR 1I CONCRETE/MASONRY 1 BACKER ROD BY OTHERS n • MIN. 1 1 4" APPROVED SEALANT EMBEDMENT JAMB INSTALLATION DETAIL CONCRETE/MASONRY INSTALLATION 2 1/2" MIN. EDGE DISTANCE VERTICAL CROSS SECTION CONCRETE/MASONRY INSTALLATION SIGNED: 1111512016 MI WINDOWSDOORS, LLC IILID i 650 W. MARK ST. NO\y!R ET GRATZ, PA 17030 v, VGENS (+ NOTES: 1. INTERIOR AND EXTERIOR FINISHES, BYOTHERS, SERIES 185 ALUMINUM FIXED WINDOW 1k• '61 NOT SHOWN FOR CLARITY. 73" X 72" NON —IMPACT a 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE FINLESS INSTALLATION DETAILS WITH RIGID FILLERS E OFT t DESIGNED IN ACCORDANCE WITH ASTM E2112 0^.• DRAWN: OWC N0. REV Ps pR1D •`G`\\\ 08 502357 B S NA 1GALEGATENTS09/03/14 7 OF 12 L. ROBERTO LOMAS P. E. LUIS R. Lomas P.E. 1432 WOODFORD RD LEWISVILLE, NC 27023 FL NO.: 62$14 434-688-0609 dlomas@Idomaspe—m WOOD FRAMING OR 2X BUCK BY OTHERS BACKER ROD & APPROVED SEALANT BEHIND FLANGE 1/2" MIN. EDGE DISTANCE 1 1/4" MIN. EMBEDMENT 1/4" MAX. SHIM SPACE 10 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 1 1/4" MIN. F 1/4" MAX. EMBEDMENT SHIM SPACE 1/2" MIN. EDGE DISTANC INTERIORI 10 WOOD SCREW WOOD FRAMING OR 2X BUCK EXTERIOR BY OTHERS BACKER ROD & APPROVED SEALANT BEHIND FLANGE JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION METAL STRUCTURE BY OTHERS BACKER ROD & APPROVED SEALANT BEHIND FLANGE u cn 3/4^ cMIN rc 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 STRUCTUREBYOTHERS 3/4" MIN EDGE DISTANCE T VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION 3/4" MIN. EDGE DISTANCE 10 SMS OR — SELF DRILLING SCREWS METAL — STRUCTURE BY OTHERS 1 /4" MAX. SHIM SPACE INTERIOR REVISIONS REV DESCRIPTION DATE APPROVED A REVISED INSTALLATION DETAILS 06/01/15 R.L. B REVISED NAME AND ADDRESS 10/27/16 1 R.L. NOTES: 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 MI WINDOWS AND DOORS, LLC 650 W. MARKET ST. GRATZ, PA 17030 SERIES 185 ALUMINUM FIXED WINDOW 73" X 72" NON —IMPACT EXTERIOR FLANGE INSTALLATION DETAILS WITHOUT FILLERS DRAWN: DWG NO. REVBACKERROD & APPROVED SEALANT L. 08-02357 B BEHIND FLANGE scALE NTS DATE 09/03/14 SHEET OF 12 JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION L. ROBERTO LOMAS P.E. 1432 WOODFORD RD LEWISVILLE, NC27023 434-688-0609 rllomas@Irlomaspe.com SIGNED: 1111512016 1 V, I I Clod'/2 i 0 TA7 OF ` 0 R{PP A\ ONAV. 11E Luis R. Lomas P.E. FL No.: 62514 REVISIONS ` REV 2 1/2" MIN. DESCRIPTION A REVISED INSTALLATION DETAILS DATE APPROVED 06/01/15 R.L. EDGE DISTANCE B REVISED NAME AND ADDRESS 10/27/16 R.L. CONCRETE/MASONRY BY OTHERS " v <, 1 1/4" MIN. 1 1/4" MIN. EMBEDMENT OPTIONAL 1X BUCK EMBEDMENT SEE NOTES 3 — 7 SHEET 1 CONCRETE/MASONRY BACKER ROD & J 1/4" MAX. BY OTHERS 1/4" MAX. APPROVED SEALANT SHIM SPACE SHIM SPACE BEHIND FLANGE OPTIONAL 1X BUCK SEE NOTES 3 — 7 SHEET 1 3/16" TAPCON a . EXTERIOR INTERIOR 3/16" TAPCON INTERIOR 3/16" TAPCON BACKER ROD & APPROVED SEALANT BEHIND FLANGE OPTIONAL 1X BUCK 1/4" MAX. 2 1/2" Lz SEE NOTE 3 — 7 SHIM SPACE MIN. a SHEET i r EDGE DISTANCE EXTERIOR CONCRETE/MASONRY L BACKER ROD & BY OTHERS 1 1/4" MIN. APPROVED SEALANT e a EMBEDMENT BEHIND FLANGE JAMB INSTALLATION DETAIL a n-° ' CONCRETE/MASONRY INSTALLATION a. ° 2 1/2" MIN. EDGE DISTANCE VERTICAL CROSS SECTION CONCRETE/MASONRY INSTALLATION SIGNED: 1111512016 DOORS, LLCMIWINDOWW REIi'q, MADK ET GRATZ, PA 17030 ST.\\\\\S G NSc ,cP NOTES: SERIES 185 ALUMINUM FIXED WINDOW 00 51 = 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, 73" X 72" NON —IMPACT r. NOT SHOWN FOR CLARITY FLANGE INSTALLATION DETAILS WITHOUT FILLERS y0• TATty: 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 0. • {V i T • C • DRAWN: DWG NO. REV OR 19P `'' iisS/0NAL1EaG` 08 02357 B SCALE DATENTS 09/03/14 9 OF 12 I. ROBERTO LOMAS P.E. Luis R. LOTOS P.E. 1432 WOODFORD RD LEWISVILLE, NO 27023 FL NO.: 62514434-688-0609 dlomas@Irlomaspe.com WOOD FRAMING OR 2X BUCK BY OTHERS BACKER ROD & APPROVED SEALANT BEHIND FLANGE 1/2" MIN. EDGE DISTANCE 1 1/4" MIN. EMBEDMENT 1/4" MAX. SHIM SPACE RIGID FILLER 10 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 1 1/4" MIN. 1/4" MAX. EMBEDMENT SHIM SPACE RIGID FILLER 1E D MIN. EDGE DI 'TANC 10 WOOD SCREW WOOD FRAMING OR 2X BUCK EXTERIOR BY OTHERS BACKER ROD & APPROVED SEALANT BEHIND FLANGE JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION METAL STRUCTURE BY OTHERS BACKER ROD & APPROVED SEALANT BEHIND FLANGE EXTERIOR J „ 3 4n rMINI^r INTERIOR 1/4" MAX. SHIM SPACE GID FILLER 10 SMS OR LF DRILLING BREW 10 SMS OR SELF DRILLING SCREW BACKER ROD & RIGID FILLER APPROVED SEALANT BEHIND FLANGE 1/4" MAX. r SHIM SPACE METAL STRUCTUREBYOTHERS \\\ 3/4" MIN EDGE DISTANCE VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION 1/4" MAX. SHIM SPACE RIGID FILLER 3/4" MIN. / INTERIOR EDGE DISTANCE 10 SMS OR SELF DRILLING SCREWS METAL EXTERIOR STRUCTURE BY OTHERS BACKER ROD & APPROVED SEALANT BEHIND FLANGE JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION REVISIONS' REV DESCRIPTION DATE APPROVED A REVISED INSTALLATION DETAILS 06/01/15 R.L. B REVISED NAME AND ADDRESS 10/27/16 R.L. NOTES: 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 SIGNED: 1111512016 MI WINDOWS DOORS, LLCMADK 0650WETST.\\\J\S RGRATZ, PA 17030 y•G NSF• (9 SERIES 185 ALUMINUM FIXED WINDOW*• 0 51 73" X 72" NON -IMPACT FLANGE INSTALLATION DETAILS WITH RIGID FILLERS O; STAT DRAWN: DWG NO.Fzi (JRICip• 0R G J.L. 08-02357 SCALE NTS IDATE 09/03/14 SHEET 10 OF 12 L.ROBERTO LOMAS P.E. ` U32 WOODFORORD LEWISVILLE, NC27023 Luis R. Lomas P.E. FL No.: 62514434-688-0609 rllomasCaWtomaspe.com CONCRETE/MASONRY BY OTHERS OPTIONAL 1 X BUCK SEE NOTES 3 - 7 SHEET 1 BACKER ROD & APPROVED SEALANT BEHIND FLANGE EXTERIOR BACKER ROD & - APPROVED SEALANT BEHIND FLANGE OPTIONAL IX BUCK - SEE NOTE 3 - 7 SHEET 1 CONCRETE/MASONRY - BY OTHERS 2 1/2" MIN. EDGE DISTANCE 1 1/4" MIN. e. EMBEDMENT 1 1/4" MIN. EMBEDMENT 9 1/4" MAX. CONCRETE/MASONRY BY OTHERS _ 1/4" MAX. SHIM SPACE OPTIONAL 1X BUCK SHIM SPACE' .a RIGID FILLER SEE NOTES 3 - 7 SHEET 1 RIGID FILLER 3/16" TAPCON INTERIOR 3/16" TAPCON . INTERIOR 3/16" TAPCON RIGID FILLER 1 MAX. SHIM SPACE 1 1/4" MIN. n a EMBEDMENT e° e 2 1/2" MIN. EDGE DISTANCE VERTICAL CROSS SECTION CONCRETE/MASONRY INSTALLATION REVISIONS ' REV DESCRIPTION DATE I PPROVED A REVISED INSTALLATION DETAILS 06/01/15 R.L. B REVISED NAME AND ADDRESS 10/27/16 R.L. 2 1/2" MIN. a EDGE DISTANCE EXTERIOR BACKER ROD & APPROVED SEALANT BEHIND FLANGE JAMB INSTALLATION DETAIL CONCRETE/MASONRY INSTALLATION SIGNED: 1111512016 MI WINDOWS LLC NOTES: 1. NTERIOR AND EXTERIOR FINISHES, BY OTHERS, GRATZMAD1Do ST.ORS, J` 51c NI. NOTSHOWNFORCLARITY. SF• SERIES 185 ALUMINUM FIXED WINDOW 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE 0 51 *-' DESIGNEDINACCORDANCEWITHASTME211273" X 72" NON -IMPACT j((t FLANGE INSTALLATION DETAILS WITH RIGID FILLERS TATE OI?t i: Fp R 0RIDt DRAWN: OWG NO. REV OS e s/ONA41 SCALEGATEsOEE3S7NTS09/03/14 11 OF 12 if I L. ROBERTO LOMAS P.E. 1432 WOODFORD RD LEWISVILLE, NC 27023 LUIS R. Lomas P.E. 434- 666-0609 rllo—CMIrlomaspe.com FL No.: 62514 REVISIONS REV DATE APPROVED A DESCRIPTION REVISED INSTALLATION DETAILS 06/01/15 R.L. APPROVED B REVISED NAME AND ADDRESS 10/27/16 R.L. SEALANT BEHIND FIN 1 1/4" MIN. EMBEDMENT 6 WOOD WOOD SCREW FRAMING BY OTHERS 1/4" MAX. SHIM SPACE 1/4" MAX 3/8" MIN WOOD FRAMING ,IBYOTHERS SHIM SPACE EDGE DISTANCE 6 WOOD INTERIOR SCREW INTERIOR 1/4" MAX SHIM SPACE 3/8" MIN EDGE DISTANCE 6 WOOD WOOD SCREW I FRAMING APPROVED IF' 1 1/4" MIN. BY OTHERS SEALANT EMBEDMENT BEHIND FIN VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION 1 1/4" MIN, EMBEDMENT APPROVED SEALANT 41 BEHIND FIN EXTERIOR 3/8" MIN EDGE DISTANCE JAMB INSTALLATION DETAIL 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 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 SCALE NITS JDATE 09/03/14 1 SHEET 12 OF 12 L. ROBERTO LOMAS P.E. 1432 WOODFORD RD LEWISVILLE, NC 27023 434-688-0609 rllomas@Irlomaspe.wm SIGNED: 1111512016 R .. lo' STATE 0F 0'. , 0NAi` \\\ Luis R. Lomas P.E. FL No.: 62514 Florida Building Code Online Page 1 of 3 T ME BCIS E` wamtfi" i#xtx BCIS Home j Log In j User Registration Hot Topics ? Submit Surcharge I Stats & Facts Publications FBC Staff BCIS Site Map Links I Search b3 Product Approval I - USER: Public User Product Approval Menu > Product or Application 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@miwd.com Authorized Signature Brent Sitlinger bsitlinger@miwd.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Windows Subcategory Mullions Compliance Method Evaluation Report from a Florida Registered, Architect or a Licensed Florida Professional Engineer Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Luis R Lomas, PE the Evaluation Report Florida License PE-62514 Quality Assurance Entity National Accreditation & Management Institute Quality Assurance Contract Expiration Date 12/31/2017 Validated By Steven M. Urich, PE Validation Checklist - Hardcopy Received Certificate of Independence FL15353 R2 COI FLCOI.pdf Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code 1710.5.3 Product Approval Method Method 2 Option B http : //www. flori dabuilding. org/pr/pr_app_dtl. aspx?param=wGE V XQ wtD qtH 8 5 72 qvd WI S ... 9/7/2017 Florida Building Code Online Page 2 of 3 Date Submitted Date Validated Date Pending FBC Approval Date Approved Summary of Products 06/ 15/2015 06/ 15/2015 06/21/2015 08/19/2015 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.pdf 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.ndf 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.pdf 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.pdf 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 II 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.pdf 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.pdf 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.pdf 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 FL15353 R2 AE 512075A.pdf 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 II 08-01452A.pdf 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.pdf span - 104-1/4". Created by Independent Third Party: Yes i 15353.8 CM-18531 Vertical Aluminum Mullion Limits of Use Installation Instructions Approved for use in HVHZ: No FL15353 R2 II 08-01443A.pdf Approved for use outside HVHZ: Yes Verified By: Luis R Lomas, PE PE-62514 http://www.floridabullding.org/p-r/pr_ap S... 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.Ddf 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.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 512068A.Ddf span: 83" Created by Independent Third Party: Yes 15353.11 CM-18534 Horizontal Aluminum Mullion Limits of Use Installation Instructions Approved for use in HVHZ: No FL15353 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.:df span: 104-1/4". 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 Statemeni :: 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: Lredit Card s S>vC2Y3'JS.'ir i"fRiCS' http://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQvADgtH8572gvdWI S... 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 IS NOT REQUIRED FOR THIS PRODUCT IN WIND BORNE DEBRIS REGIONS UP TO WIND ZONE 3. 5) DESIGN PRESSURE AND INSTALLATION DETAILS SHOWN IN THIS DOCUMENT APPLY ONLY TO 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 INDIVIDUAL WINDOW OR DOOR UNIT. 8) UNITS MAY BE MULLED TOGETHER INDEFINITELY AS LONG AS SINGLE UNIT WIDTH AND HEIGHT ARE NOT EXCEEDED AND MULLION IS ANCHORED AS SHOWN HEREIN. 9) MULLION VERTICAL INSTALLATION IS SHOWN, MULLION MAY BE USED IN HORIZONTAL APPLICATIONS AS LONG AS DIMENSIONS INDICATED HEREIN ARE NOT EXCEEDED AND MULLION IS ANCHORED ACCORDING TO THIS DOCUMENT. DESIGN PRESSURE TABLE INSTRUCTIONS: 1) DEFINE REQUIRED DESIGN LOAD PER FLORIDA BUILDING CODE CHAPTER 16. 2) DETERMINE TRIBUTARY WIDTH AND MULLION SPAN BASED ON PRODUCT TO BE INSTALLED. SEE FORMULA FOR TRIBUTARY WIDTH. 3) LOCATE MULLION SPAN (UNIT 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 DATE I APPROVED A I REVISED INSTALLATION DETAILS 06/10/15 1 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=D.42 B. CONCRETE — MINIMUM COMPRESSIVE STRENGTH OF 3,200 PSI. C. MASONRY — STRENGTH CONFORMANCE TO ASTM C-90, GRADE N, TYPE i (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 1 NOTES 2 CONFIGURATIONS AND DP CHART 3 INSTALLATION DETAILS MI WINDOWS AND DOORS 650 WEST MARKET STREET GRATZ, PA 17030-0370 5764 — VERTICAL MULLION 83" MULLION SPAN GENERAL NOTES DRAWN: DWG NO. V.L. 08-01439 SCALE NTS IDATE 01 / 1 1 / 12 1SHEET 1 OF 3 SIGNED: 0611112015 Il l0j7j ii v, •G E N SF.'9J+ AT OF REv [ORMt A ij/S ONAi 10. 107 3/B" COMBINED WIDTH W2 - 83" Wi FRAME HEIGHT WINDOW WINDOW MULLION SPAN) 107 3/8" COMBINED WIDTH Will W2+ 83" FRAME WINDOW HEIGHT WINDOW MULLION SPAN)Ld 107 3/8" COMBINED WIDTHF_ W1 W2 83" WINDOW FRAME HEIGHT yyINDO y W/NDOVV MULLION SPAN) IFL7W1 W2 - 107 3/8" COMBINED WIDTH Desi n pressure rating s 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 37.38 130.0 130.0 127.2 127.0 127.0 127.0 49.63 120.7 94.3 77.9 73.8 72.1 72.0 62.00 71.0 52.2 39.7 35.9 33.4 32.3 65.63 59.6 43.7 33.0 29.6 27.4 26.3 72.00 44.9 32.7 24.4 21.8A 1" 19.0 84.00 28.1 20.3 15.0 1 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 WIDTH W1 -jr W2 - 83" FRAME Z WINDOW IINDOW HEIGHT MULLION SPAN) 107 3/8" COMBINED WIDTHF_ W1 W2 83" l WINDOW FRAME HEIGHT WINDOW WINDOW MULLION SPAN) II- W1 W2 - 107 3/8" COMBINED WIDTH REVISIONS REV DESCRIPTION DATE I APPROVE. IAREVISEDINSTALLATIONDETAILS06/10/15 R.L. FW1 107 3/8" COMBINED WIDTH Ir- W2 83" J j WINDOW FRAME HEIGHT WINDOW 4 WINDOW MULLION SPAN) f II--- W1L::- COMBINED W2 - 1D7 3/8" WIDTH APPROVED CONFIGURATIONS MULTIPLE UNITS MAYBE MULLED TOGETHER AS LONG AS COMBINED WIDTH DOES NOT EXCEED 107 318"AS SHOWN HEREIN. uesign pressure rating (pst) With rebart option Mullion span (in) Tributary width (in) 18.13 25.50 36.00 42.00 48.00 152.13 25.00 130.0 130.0 130.0 130.0 130.0 130.0 37.38 130.0, 130.0 127.2 127.0 127.0 127.0 49.63 120.7 94.3 77.9 73.8 72.1 72.0 62.00 92.4 10.0 53.3 48.1 44.8 43.4 65.63 80.0 58.6 44.2 39.7 36.7 35.3 72.00 60.3 43.9 32.8 29.2 26.7 25.5 84.00 37.7 27.3 20.1 1 17.7 1 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. MI WINDOWS AND DOORS 650 WEST MARKET STREET GRATZ, PA 17030-0370 5764 - VERTICAL MULLION 83" MULLION SPAN APPROVED CONFIGURATIONS AND RATING CHARTS DRAWN: DWG NO. I REV V.L. 08-01439 A NTS (DATE 01/11/12 ISHEET 2 OF 3 SIGNED: 0611112015 5 R I IL °4r'!% JENqi o 5 TAT E OF ;>y Z ORMP : aN ijr/ s/ONA t`E` Urr- uI 1 -- I 2 1/2" MIN r EDGE DISTANCE MASONRY/CONCRETE BY OTHERS 1 1/4" MIN. EMBEDMENTM 1/4" TAPCON SECT5796 CLIP OPTIONAL REBAR SECT5764 MULLION MT000022 CLIP 10 WOOD SCREW 1 3 8 MIN. EMBEDMENT 1/2" MIN. 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 L 0.843" 3.261" I 1.375" 3.250" 4.000" MT000022 CLIP 16GA (063") GALVANIZED STEEL 2.140" —I L 1.125" SECT5764 MULLION ALUMINUM 6005-T5.125" THICK I 1-- 0.688" 1.531 " RF 185 2 REBAR 16 GA (062) GALVANIZED STEEL REVISIONS REV DESCRIPTION DATE APPROVED A REVISED INSTALLATION DETAILS 06/10/15 R.L. 3.750" 1.000" 0.375" 0.422" 2.032" 2.875" L 0.843" 2X 00.210" SECT5796 CLIP FOR CONCRETE INSTALLATION ALUMINUM 6063-T5.125" THICK 3.750" 2.189" — 1.0 O" 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 M650 INDOWMARKETS D DOORS IILIo J,// STREET GRATZ, PA 17030-0370 S1R y .4 GENSF-f < 5764 - VERTICAL MULLION 6 6 * 83" MULLION SPAN INSTALLATION DETAILS AND COMPONENTS 7AT OFOF DRAWN: DWC NO. REV iyaF`s FtOR10p;: 08 A 7SjdNA.1YX`- SCALE NTS DATE 01/11/12 sOEEr390F 3 - Florida Building Code Online Page 1 of 3 k",da;.''`a$".`"h:'.A .'.i">„' "fi s c z..` gam`"--n>u u .:r A h `;?? i'+-mb^a*: .,sr ye we•' BCIS Home ; Log In ; User Registration Hot Topics Submit Surcharge Stats & Facts ; Publications FBC Staff BC1S Site Map ; Links Search d b Product Approval USER: Public User cY Product Approval Menu > Product or Application 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 P 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 Sohn Southard, P.E. Validation Checklist - Hardcopy Received Certificate of Independence FL13223 R3 COI RIO - Certificate of Indeoendence.PDF Referenced Standard and Year (of Standard) Standard Year ASTM C1186 2007 ASTM E330 2002 Equivalence of Product Standards Certified By Florida Licensed Professional Engineer or Architect FL13223 R3 Eguiv ASTM C1186 Eouivalencv Signed pdf http://www.floridabuilding.orc,/pr/pr app dtl.aspx?param=wGEVXQwtDgvRk6bsvZ66FC... 9/7/2017 Florida Building Code Online Page 2 of 3 Sections from the Code Product Approval Method Method 1 Option D Date Submitted 08/17/2015 Date Validated 08/26/2015 Date Pending FBC Approval 09/07/2015 Date Approved 10/16/2015 Date Revised 08/09/2017 MR Rummary of P—el—tc 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.Ddf FL13223 R3 II ER RIO-2578-15 Panel to Furring.pdfApprovedforuseoutsideHVHZ: Yes FL13223 R3 II Install Cempanel Sidinci.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.pdf FL13223 R3 AE ER RIO_-2578-15 Panel to Furrina.Ddf FL13223 R3 AE NOA 15-0122.04.pdf 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 RI0-2556-15 Panel metal-wood.pdf FL13223 R3 II ER RIO-2578-15 Panel to Furring.DdfApprovedforuseoutsideHVHZ: Yes FL13223 R3 II Install HardiePanel Siding.pdfImpactResistant: 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.pdf FL13223 R3 AE ER RIO-2578-15 Panel to Furring.pdf FL13223 R3 AE NOA 15-0122.04.1)df Created by Independent Third Party: 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.pdf FL13223 R3 II ER RIO-2578-15 Panel to Furring_pdfApprovedforuseoutsideHVHZ: Yes FL13223 R3 II Install Prevail Panel Siding.DdfImpactResistant: N/A Design Pressure: N/A FL13223 R3 II NOA 15-0122.04.pdf 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.pdf FL13223 R3 AE ER RIO-2578-15 Panel to Furring.Ddf FL13223 R3 AE NOA 15-0122.04.Ddf 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), 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: hr4 http://www. fl oridabuilding. org/pr/pr_app_dtl. aspx?param=wGEVXQwtDgvRk6bsvZ66FC... 9/7/2017 Florida Building Code Online Page 3 of 3 Safe http://www. 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 PAGE COVER PAGE: 1 EVALUATION SUBJECT 2 EVALUATION SCOPE 2 EVALUATION PURPOSE 2. REFERENCE REPORTS 2 TEST RESULTS 3 TABLE 1A, RESULTS OF TRANSVERSE LOAD TESTING 3 TABLE 1 B, SHEAR VALUES 3 DESIGN WINO 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 1. OGAWA & ASSOCIATES, INC. 16835 ALGONQU.IN STREET #443 HUNTINGTON BEACH,, CA 92649 714-292-2602 714-847-4595 FAX RONALD 1. OGAWA ASSOCIATES, INC. 16835 ALGONQUIN STREET 9443 HUNTINGTON BEACH, CA 92649 714292-2602 714-847-4595 FAX PROJECT: RIO-2556-1'5 JAMES HARbIE BUILDING. PRODUCTS, INC. 1-888-542-7343 info@jameshardie-.com EVALUATION SUBJECT HardiePanel@ Siding James Hardie Product Trade Names covered in this evaluation:. HardiePanel@ Siding, Cempanel@ Siding, Prevail^" 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 windspeed to be resisted by an assembly of HardiePanel (Cempanel, Prevail Panel) siding fastened to wood or metal framing with nails or screws. REFERENCE REPORTS: 1. Intertek Report 3067913 (ASTM C1186) Material properties. HardiePanel Siding 2. Ramtech Laboratories Report.IC-1270-94 (ASTM E330) Transverse Load Test, 5! 16"Thick by 48 inch wide HardiePanel Siding installed on 2X4 Hem -Fir wood studs spaced at 16 inches on eerier with a 6d common galvanized nail 3. Ramtech Laboratories Report.IC-1271-94 (ASTME330) Transverse1oad Test, 5/16" Thick by 48 inch wide HardiePanel Siding installed on 2X4 Hem -Fir wood studs spaced at 24 inches orrcedterwith a 6d common galvanized:nail 4. Ramtech Laboratories, Inc. Report 10868-9711475.(ASTM.E330) Transverse Load 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 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 at 16'inches on center with :a No 6 X 1 in. long X 0.323 in head diameter ribbed bugle head screw 6. Ramtech: Laboratories., ReportiCG1055-89.(ASTM E330) Transverse Load Test, 114"'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 11149-9811564d (ASTM E330) Transverse Load Test, 1/4" Thick by 48 inch wide HardiePanel Siding installed on 20gauge Metal studs spaced at 16 and 24 inches on center with a ET&F 0.100 in. knurled shank X 1.5 in. long X 0.25 in. head diameter pin fastener 8. Ramtech Laboratories Report IC-1273-94 (ASTM E72) Racking Shear Test, 5/16" Thick by 48 inch wide HardiePanel Siding installed on 2X4 Hem -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 in on 2X4 Hem -Fir wood studs spaced at 24 inches on center with a 6d common galvanized nail 10. Ramtech Laboratories, Inc. Report 1066&97/1475 (ASTM E72) Racking Shear Test. 5!16" Thick by 48 inch wide HardiePanel Siding installed on 2X4 Group III SG=0.36 wood studs spaced at 16 inches on 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 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 No 8 X 1 in. long X 0.323 in head diameter ribbed bugle bead 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-Firwood studs spaced at 16 and 24 inches on centerwith a ET&F 0.100 in. knurled shank X1_5 in. long X:0.25 in. head diameter pin fastener- y5111A1t0tttfl/ y/ t/1 G1/4 I ;g/ j,,yy rTAtE rC F% f -0 RID4 2 JAMES HARDIE BUILDING PRODUCTS, INC. 1-88B-542-7343 info@j a meshaf die;com TEST RESULTS: Table la, Results of Transverse Load Testing RONALD I. OGAWAASSOCIATES, INC. 16835 ALGONQUIN, STREET #443 HUNTINGTON BEACH, CA,92649 714,292-2602 714-847-4595 FAX, PROJECT: RIO-2556-15 Fastener Spacing in.) 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) 10-1270-94 Rarntech 0.3125 48 2X4 wood Hem -Fir 16 6 6 6d common 149 49.7 IC-1270-94 Ramtech 0.3125'. 48 2X4 wood Hem -Fir 16 4, 4 6d common 236 78.7 IC-1271-94 Ramtech 0.3125 48 2X4 wood Hem -Fir 24 6 6 6d common 94 31.3 IC-1271-94 Ramtech 0.3125 48 2X4 wood Hem -Fir 24 4 4 6d common 143 47.7 10868-97M475 Ramtech 0.3125 48 2X4 wood; SG'2 0.36 16 4 8 4d, 0.091 in, shank X 0:225 in. 90 3.0 0 HD 1.5 in. long ring shank nail Min. No. 20 gauge 3.625 in..X Min. No 8.X 1. in. long X'0.323.in IC-1054-89 Ramtech 125 48 16 6 6, head diameter ribbed bugle 169.9 56.61.375 in metal stud head screw Min. No 8 X I, in.. long X 0,323 in IC-1055 89 Ramtech 0.25 48 MinNo; 20 gauge X 3.625 in. X 24 6. 6 head diameter ribbed bugle 91.9 30.6, 1.. 375 in metal stud head screw ET& F 0.100 in. knurled shank X 11149- 98/1554d Ramtech 0.3125 48 Min. No. 20 gauge X 3.625 in_ X 24 4 8 1:5 in. long X 0.25 in. head 170 56:7 1 375 in metal stud diameter pin fastener Min. No. 20 gauge X 3,625 in. X ET& F.0:100 in. knurled shank X 11149- 98/1554d Ramtech 0.3125 46 16 4 a 1.5 in. long X 0.25 in. head 101 33.7 1.375'in metal stud diameter pin fastener 1. Allowable Load is the Ultimate Load divided by a Factor of safety of 3._ 2, HardiePanel Siding complies with ASTM C1186, Standard Specification for Grade It,, Type A, Non -asbestos Fiber-Cernent Flat Sheets. Table 1b, Shear Values Allowable Loads in. Pounds. Per Lineal Foot for 'Panel Shear Walls'' 2 Fastener Spacing in) Frame Ultimate Allowable Thickness Width Spacing Perimeter Field toad.' Load' Report Number Test Agency in.) in.) Frame Type in.) Supports Supports Fastener Type Off) off)' IC- 1273-94 Ramtech 0,3125 48 2X4 wood Hem -Fir 16 6 6 6d common 603.8 201.3 IC- 1273-94 Ramtech 0.3125 48 2X4 wood Hem -Fir 16 4 4 6d common 698.8 232.9 IC- 1274-94 Ramtech 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 ;! 0.36 16 4 8 595.4 198.5 HD X 1.5 in. long ring shank nail Min. No 8 X 1 in. long X-0.323 in IC- 1057-89 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 Min . N6. 20 gauge X 3.625 in. X 20o.37 11284- 99/1580 Ramtech 0,3125 48 16 4 8 1.5 in. long X 0.25 in. head 1227A 153.4 in metal stud diameter pin fastener ET& F 0.100'in. knurled shank. X Min. No. 20 gauge X 3.625 in. X X 11284=9911580- Ramtech 0.3125 48 24 T 4 B 1.5 in. long0.251n..-head 1060.0 132.5 1..375, in metal stud diameter pin fastener 1.: All boardedgesshall be supported by framing. Panels shall be applied with the ,long -dimension either parallel orperpendicular to studs. 2. The maximum height - to -length ratio for construction in this Table is 2:1.. 3.,In the steel framed assemblies the allowable load is based on the average load at 1/8 inch net deflection.. 1 ti41Oi7iG!{tl7[...1,7j 2412* 5TAtEICl/ ; - t.©•'t RlU ` 8ED ' ff, it N_ RONALD 1. 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.. 1-886-542-7343 info@jam eshard i e, com DESIGN WIND LOAD PROCEDURES: Fiber -cement siding transverse load capacity (wind load.capecity) is determined via compliance testing to transverse load national test standards. Via the transverse load testing an allowable design load,is determined based on a factor of safety of 3 applied to the ultimate test load. Since the allowable design load is based on factor of safety of 3, allowable design bads on fiber -cement siding correlate directly to required design pressures for Allowabte 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-cementsiding are aligned with thesvind speed requirements.in ASCE 7- 10 Figure 26.5-1A, Figure 26.5-18, and Figure 26.5-1C. Forthis 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 combining nominalloads using allowable stress design, load combination.7. Load combination 7 uses a bad factor of 0.6 applied to the wind: velocity pressure. Equation 1, q= 0.00256'K,`Ku'K,"V? (ref. ASCE7-10 equation 36.3-Y) q , velocity.pressure at height z. K, , velocity pressure.exposure coefficient evaluated at height z K„ , topographic factor Kd , wind directionalfty 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 „ ¢ref. 2012 IBC & 2014 FBC Section 1602.1 defin,66ns) Vo , ultimate design wind speeds (3-second gust MPH) determined from [2012 IBC, 2014 FBC] Figures 1609A, 0, or C; ASCE.7-10 Figures 26.5-1A, B,orC Equation 3, p=qx (GCPGCP) fref ASCE 7- c7 equation 30.6-1) GCp , product of external pressure.coefficient and, gust -effect factor GCP , product of internal pressure coefficient and gust -effect factor p , design pressure (PSF) for siding (allowable, desgn load for siding) To determine design pressure, substitute q, into Equation 3, Equation 4, p=0 00256`K* K, K,VV, '-(GC,-GCp;). Allowable Stress Design, ASCE 7-10 Section 2.4.1, load combination'7 Equation S. 0.6D + 0.6W (raf.. ASCE 7 ,i0 saction 2.4.1, load combination 71 D , dead load W , wind. load To determine the. Allowable Stress Design Pressure, apply the load factor for W (wind) from Equation 4 to p.(design pressure) determined from equation 4 Equation 6, p- = 0.6 [p] Equation 7, pad = 0,6'[0.00256-K,`Kr`Kd-V r2 {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 7for V,,, Equation 8, V.t„=(p_d0.6'0.00266'K,'K*K..`(GCp-GCp))es Applicable to methods specked in Exceptions 1 through 3 of (2012 IBC,. 2014.FBCJ Section 1609.1.1., to determinethe allowable nominal design wind speed (Vasd) for Hardie Siding in Table 6, apply the conversion formula belovy, Equation 9, V.d = V. *(0.0.1 fret. 2012 IBC $ 2014 F8C Section 160-0.3,1) V_a . Nominal designwindspeed (3-second gust mph) (ref. 2012 IBC d 2015 FBC Section 1602.1} Table 2, Coefficients and Constants used in Determining V-and p, K, Wall Zone 5. Height (ft) Exp B Exp C Exp D K,. Kd GC GC i 0-15 0. 7 0.85 1.03 h560 1 0.85 1.4 0.18 20 0.7 0.9 - 1.08 1 0.85 1..4 0.18 25 0.7 0.94 1.12 1 0.85 1.4 0.18 30 0.7 0.98 1.16 1 0,85 1.4 0.18 35 0.73 1.01 1.19 1 0.85 1.4 0.18 40 0.76 1.04 1.22 1 0.B5 1.4 0.18 45 0.785 1.065 1.245 1 0-B5 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 1A 0.18 100 0.99 1.26 1.43 h>60 1 0,85 1.8 0.18 4 L RONALD 1. 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 Table 3, Allowable' Stress Design -Component and Cladding (C&C) Pressures (PSF)to be Resisted at Various Wind Speeds -'Wind Exposure Category B, Wind Speed (3-second gust) 100 105 110 11:5 1.20 130 140 150 160 170 180 190 200 210 Height(f[} B B B B B B 6 B 8 B 8 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 16:8 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 24A 28.3 32.5 37 0 41.7 46.8 52.1 57:8 63.7 30 14A 15.9 17.5 19.1 2M 24.4 28.3 32.5 37 0 41.7 46.8 52A 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 19.0 20.7 22:5 26-5 30.7 35.3 40.1 45.3 50.8 56.6 62.7 69.1 45 16.2 47.9 19.6 21.4 23.3 27.4 31..7 36.4 41.5 46.8 52.5 58.5 64.8 71.4 50 16.7 18.4 20.2 22:1 24. 1E 32.7 37.6 42.8 4&3 54.1 60.3 66.8 73.7 55 17:1 18.9 20.7 , 22:6 24.7-33.6 38.5 43.8 49.5 55.5 61.8 68.5 75.5 1 10D 25.6 28.2 31.0 33:8 36.9 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-second gust) 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 G Cr 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 31A 36.4 41.8 47.5 53.7 60.2 67:0 74.3 81.9 25 19.4 21.4 23.5 25.6 27.9 32:8 38.0 43.6 49.6 5&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 67.5 75.2 83.3 91.9 40 21,5 23.7 2&0 28.4 30:9 1 -36.3 42:0 48.3 54.9 62.0 69.5 77.4 85.8 94.6 45 22.0 242 26.6 29.1 31.6 37.1 431 19.4 56.2 63.5 71,2 79.3 87.9 96.9 50 22:5 24:8 27:2 29:7 32.4 36.0 44.1 50.b 57.fi 65:0 72.9 812 89.9 99:2 55 22.9 25.2 27.7 30.3 33.0 38 7 44.9 51.5 58.6 66:2 74.2 82.7 91.6 101.0 60 23.3 25.7 728.2 30.8 33.6 39.4 45.7 52A 59.7 67A 1-105.5 75.5 84.1 93.2 102.8 100 32.6 35.9 39A 43.1 4.6.9 55:0 63:8 73.3 83.4 1 94:1 117.6 1.30.3- 143.6 Table,5, Allowable Stress Design -Component and Cladding (C&C) Pressures (PSF) to be:Resisted at Various Wind SDeeds - Wind Exoosure Cateaory D. Wind Speed (3-second,gust) 1D0 105 110 115 120 130 140 150 160 170 180 190 200 210 Height (ft) D D D D D D D D D D D D D D 0-15 21.2 23A 25.7 28.1 30:6 35.9 41.6 47.8 54A 61_4 68.8 76.7 85.0 93:7 20 22.3 24.6 27.01-33.3 29.5 32.1 37.7 43.7 60.1 5TO 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 26A 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 2.9.7-32.5 35;3 41.5 48.1 55.2 62.8 70.9 79.5 8&6 98.2 108:3 40 25.2 2.7.7 30.5 36.2 42.5 1 •49.3 56.6 1 -64.4 72.7 1 -81.5 90.9 100.7 111.0 45 25.7 28.3 31,1 34.0 37.0 43.4 50.3 57.1 65.7 74-2 83,2 92.7 102.7 113:3 50 262 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 68A 76-9 86.2 96.1 1'06.4 117A 60 2. 298 32.7 3 . 4 . 53.6 60.8 69.2 8.1 79 :6 77.6 io&i 119, 100 3A0 40.8 44.7 48.9 53-2 62-5 72.5: 83.2 94.6 105.8 119.8 133.4 147.9 163.0 Tables 3.4, and 5 are based on ASCE 7-10 and consistent with the 2012 IBC; 20121RC and .the 2014 Florida Building Code 5 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 itifo@jameshardie.com t,#; sliiliktiTt7ll11,f7 f{_{rf Table 6, Allowable Wind Speed (mph) for HardiePanel Siding (Analytical Method in_ASCE 7-10 Chapter 30 C&C Part 1 and Part 3)e 4 C-4 2012 IBC. 2014 FBC 2012 IBC: 2014 FBC za DL 2 s y $TATE A)F/ 4: tir j llli ilk , t l, t4 Coefficients used in Table 6calculations forV„,,. Allowable, Ultimate Design Wind, :Speed, 3-second gust mph) Allowable, Nominal Design Wind, Speed, 3-second gust mph) Applicable to methods, specified in [2312 16C, 1609.1.1. aBdeteSection by 2012 IBC, 2074 FBC) Figures 1609A;. B. or C. Applicable .to .methods. specified in Exceptions 1 m 9 F3 of BC1[Se IBC. 1.609.1.1. Wind exposure category Wind exposure. categoryl Siding Kj Product Product Thickness inches) Width inches) Fastener Type Fastener Spacing Frame Type Stud Spacing inches) Building Heighe feet)- B C D B C. D Allowable Design Load PSF) Exp B Exp C Exp D ka Kd GC p GC,; Hardie Panel® 5I1S 48 6d common 6 2X4 wood Hem -Fir 16 0-15 186 168 153. 144 130 1.18 49.7 0.7 0.85 1.03 h:560 1 0.85 1.4 1 0.18 20 186 164 149 144 127 116' 49:7 0.7 0.9. 1.08. 1 0.65 1..4 1 0.18 25 186 160 147 144 124 114 48.7 0.7- 0.94 1d2 1 0.85 IA 0.16 30 186 157 144 144 121 11.2 49.7 0.7' - 0.98 9.16 7 - 0:85 1:d 0.18 35 182 154 142 141 120 110 493 0.73 1.01 1,19 1 035 14 0.18 40 178 152 141 138 118 109 49.7 0.76 1.04 122 1 0,85 1A 0.18 45 175 150 139 136 117 108 49:7 C.785 1.065 1.245 1 0:85 1.4 0.18 50. 172 149 138 134 115 107 49.7 0-81 1..09 1_27 - 1 0.85 1.4 0.18 55 170 147 137 132 114 106 49.7 0.83 1.11 1.?s 1 0.85 1.4 0.18 60 168 146 136 130 113 105 49:7 0.85 1.13 731 1 0.85 1.4 0.18 100 139 124 116 108 96 1 90 493 0,99 1,26 1.43 h>60 1 0.85 1..6 0.18 HardiePanel® 5/16 48 6d common 4 2X4 wood Hem -Fir 16 0-15 233 212 122 1 181 164 149. 78.7 0.7 0.85 1 1.03 111560 1 0.85 1.4 0.16 20 233 206 188 181 159 146. 78.7 0.7 0.9 1.08- 1 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 07 0.98 1-16 1 0.85 IA 0.18 35 229 194 179 177 151 139 78.7 0,73 1.01 1:19 1 0,85 1A 0.18 40 224 192 177 174 148 137 78.7 0.76 1.04 1.22 1 0.85 1.4 0. 88 45 220 189 175 171 147 136 78.7 - 0.785 1.065. 1.245 1 0.85 1:4 0.19 50 4 187 173 3 145 134 78:7 0:81 09 1.27 1 0.85 1.4 0.1E 55 214 185 172 166 144 133- 78J 0.E3 t..17 1.29- 1 0.E5 t4 098 6D 212 184 171 164 142 132 78.7 0.85 1.13 1.31 1 0.85 1.4 1 0.18 100 175' 155 146 136 120 113 78.7 10.99 1,26 1.43. h>60 1 0.85 1.8 0.18 HardiePane39 511-6 48 6d common 6 2X4 wood Hem -Fir 24 0-15 147 134 121 114 103 94 31:3 0:7 0.85 1.03 hs60 0:85 1..4 0,16 20 6-7 130 119 32659 101 92 31.3 0:7 0:9 1.08 1 1 0,85 1.4 0.18 25 7 127 116 5 98 90 31.3 03 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 0.85 1.4 0.18 35 144 123 113 112 95 1 87 313 0.73 1-01 1.19 1 0.85 14 0.18 40 141 121 112 109 94 86 31.3 0.76 1.04 1.22 1 0.85 14 0.18 45 139 119 110 1 108 92 86 31.3 0.785. 1.065 1:245 1 0.85 1.4 0.18 50 137 118 109 106 91 85 313 0.81 1..09 1.27 1 0.85 1-4 0.18 55 135 117 108 105 91 84 31.3 0.83 1 1.11 129 1 0.85 1.4 0.18 60 134 716 108 103 90 83 31.3 0,85 1.13 1,31 1 0.85 1.4 0A8 100 ill 98 92 86 76 71 31.3 0.99 1.26 1.43 h>60 1 10.851 148 0,18 Hardie Panel@ 5716 48 6d common 4 2X4 wood Hem -Fir 24 0-15 182 165 150 141 128 116 47.7 03 0.85 1.03 hs60 1 1 0-85- IA 0.18 20 182 160 146 141. 124 113 47.7 0.7 0.9 1.08 1 0.85 1.4 018 25 182 157 144 141 121 111 47.7 0.7 0.94 1.12 1 0.85. 1.4 0.18 30 182 154 1 141 1 141 119 109 47.7 0.7 0.98. 1A6 1 0.85 1.4 0.18 35 178 151 139 138 117 1 108 1 -47.7 0.73 1.01 1.19 1 0.85 1.4 0.18 40 174 149 138 135 116 107 477 0.76 1 t04 1.22 1 0.86 1A 0.18 45 172 147 136 133 114 106- 47:7 0.785 1-065 1245 1 0.85 1.4 0.18 5 1169 146 135 131 113 105 47.7 0:81 1 1,09 127 1 0.85 1.4 018 55 167 144 134 129 112 104 47.7 0.83, 1.11 1.29 1 0.85 t4 0,18 60 165 143 133 128 111 103 47:7 0.85 1,13 1.31 1 M5 1.4 0.18 100 137 121 114 1D6 94 88 47,7 0.99 1.26 143 ih,60 1 0.85 1.8 0.18 HardlePanelO, 5/16 48 4d, 0.091 in. shank X 0.225 in. l n 1iniongring hank nail 4 edge 8 field 2X4 wood SGz0.36 16 0-15 144 131 1 119 1 112 101 92 30.0 0.7 0..85 1:W h560 1 0.85 1.4 0.18 20 - 144 127 - 116 112 98 1 90 30.0 0.7 0..9 1.:08 i 0.85 14 0.18 25 144 124 114 112 96 88 30.0 0.7 0.04 1.12. 1 0.85 1.4 0.18 30 144 122 112 112 94 87 30.0 0.7 0.98 1.16 1 0:85 1.4 0.18 35 141 120 111 109 93 86 30.0 0.73 t01 1-19 1 0.85 1.4 0,18 40 138 118 109 107 92 85 30.0 0.76 1,04 22 1 0.95 1.4 0.18 45 136 117 108 105 91 84 30.0 0785 1.065 1_245 1 0.85 AAMO), in, 50 134 116 107 104 89 83 30.0-. 0:81 7:09 3:27 1 0.85 1.456110610389- 82 30A 0:63 - 1.11 i:29 1 0E5 1.46D' 131 113 105 101 88 82 30.0 0.85 1.13 1.31 1 0.85 1.410010896908d747030-0 O99 1.26 1.43 h>60 1 0.85 1.8 RONALD I. OGAWA ASSOCIATES, INC- 16835 ALGONQUIN STREET #443 HUNTINGTON BEACH, CA 92649 714-292-2802 714-847-4595 FAX PROJECT: RIO-2556-15 JAMES HARDIE BUILDING PRODUCTS, INC. 1-888-542-7343 iiifb@jameshardie.com 0ltittliit!111711,+#i,,7rlr' ff! 20121BC 2014 FBC 20121BC, 2014 FBC Allowable, Ultimate Allowable, Nominal ee.} Design Wind, Speed, Design Wind, Speed, v.04. 5V.d.6 ST,iTEJf f : 3-second gust mph) 3-secondgustmph) 4 Applicable to methodsa• Applicable to rt '' 3,C' r........... specified methods specifiedExceptions f Ix"Z7I 2014FBC]Z012 Sec Section3 ofIBC' 9i J jtt 1609.1.1. as determinedby 2012'.IBC, 2014 FBC] 2014FBC) Section Figures 1609A, B, OTC. 1609.,1,1. Coefficients used.in Table .6 calculations for Y, Wind exposure category Wind exposure category Siding K. Product Stud Building Allowable Product Thickness Width Fastener Fastener Frames Spacing Height' B C B C D Design' inches) Type Spacing Type Load inches) inches) feat) PSF) Exp 8 Fxp C Exp D K., Ka GCp GCS;0-15. 198 180 dD 153 139 126. 56.6' 0.7' 9:85 1.03 h560. 1 0.85 1.4 0.18 20 198 175 153 135 123 56.6 07 - 0.9' 1.08 1 0,85 1.4 0.18 Min. No 8. 25 198 171 153 132 121 Sss 0.7 Osg 1.12 1 0.85 1.9 0.160,323.in 1in. long X Min. No. 30 198 167 153 130 1119 56.6 07 0:98 1.16 1 0:85 1.4 0.18 20 gauge 35194165 152 1 150 128 118 56.6 0,73 1-01 1,19 1 - 0,85 1.4 0.18 head X 3.625 40 190 162 150 147 126 116 56.6 0.76 1,04 1.22 1 0.85 1.4 0.78 HardiePaneh 114 466in..X 16 diameter ribbed 1.375 in 45 187 161 148 145 124 115 56.6 0.785 1.065 1.245 1 0.85 1.4 0.18 50 184 159 147 143 123 114 56.6 081 1.09 1.27 1 0.85 1.4 0.18 bugle head metal55182157 146 - 141 122 113 - 56:6 0.83 1.11 1.29 1 0.86 1A 0,18 screw' stud: 60 180 156 145 139 121 112 56-6 0:85 1.13 1-31 1 0E5 1.4 0.18 100 149 132. 124 1.15 102 96 56:6 0.99 1..26 1.43 h>60 1 0.85 1.8 0.18 0-15 146 132: 120 113 102 93 30.6, 0.7 0.85 1.03 h560 1 0.85 1.4 0.18 Min. No 8 X 20 146 128 1 117 1 113 99 1 91 30,6 01 0.9 1.08 1 0.85 1.4 078 25 146 126 1..15 113 97 89 30.6 0,7 - 0.94. 1-12 1 0.85- 1A 0.18 1 in. longXMin. No.. 30 146 123 1.13 113 95 88 30.6 0.7 0.98 1.16 1 0.85 1:4 0.18 0:323 in20gauge, 35 143 121 112 110 94 66 30.6 0.73 1,01 1.19 1 0,85 1..4 0,18 head X 3.625- 40 140 119 110 108 93 85 30:6 0.76 T 122 1 0.85 1.4 0.18 HardiePanet& 114 48diameter6in. X 24 45 137 118 109 106 91 85 30:6 0,785 1.065 1.245 1 0:85 1.4 0.18 ribbed 1,375in 50 135 117 108 105 90 84 30.6 0.8.1 1.09 1.27 1 0.85 1.4 0.18 bugle head metal155 134 116 107 104 90 83 30.6 0,83 1.,11 1,29 1 0.85 1A 0.18 stud screw' 60132 115. 106 102 89 82 30;6 Oa35. 1.13 7.31 1 0.85 1.4 0.18 100 109 97 91 85 75 70 30:8 0.99 1.26 1.43. h>60 1 0.85 1.8 0.18 ET&F' 0- 15 198 180 163 153 139 127 56.7 0.7 0.85 1.03 h560 I 0.85 1.4 0,18 20 198 175 160 153 135 124 56.7 0.7 0:9 1.08 1 0.85 1A 0.18 0.100iin. 25 198 171 157 153 132 121 567 07 0-94 1.12. 1 0.85 1.4 0.18 knurled Min. No. 30 198 167 154 153 130 119 56.7 0,7 0.98 1.16 1 0.85 1.4 0.18 shank X 20gauge35- 194 165. 152 150 128 118. 563 0.73 1.01 1,19 1 0,85. 4.4 0,18 1.5 in. long. 4. edge X 3.625 40 190 163 150 147 126 116 56.7 0.76 1-04 1.22 1 0.65 1.4 0.18 Hardie Pane!® 5t1648X0.25 in. 8 field in, X 16 45 1 187 1 161 149 1 145 1 1.24 115 1 56.7 0.7851 1.065 1.245 I 0.85 1;41 0.18 head 1..3.75 in 50 184 159 1.47 143 123 114- 56.7 0.81 1..09 1.27 1 0,85 1.4 0.18 diameter metal 55, 182 157 146 141 122 113 56.7 0.83 1.11 1.29 1 0.85 1.4 0.18 pin stud 60' 180 156 145 139 121 112 56.7 0.85 1.13 1.31 1 0.85 1:4 0.18 fastener' 100 149 132 124 115 102 96 56.7 0.99 1.26 1A3 h>60 1 10.85 1.8 0.18 ET&F 0. 15 153 139 126 118 107 98 33.7 0.7 0.85 1.03 h560 1 0.85 1.4 0.18 20 153 135 123 116 104 95 33.7 0.7 0.9 1:08 1 0.85 1.4 0.1B 0.100 in. 25 153 132 121 118 102 94 33:7 0.7- 0.94 1.12. 1 0.85 1.4 0.18 knuded Min.. No, 30 153 129 119 118 100 92 33.7 0.7 0.98 1:16 1 0.85 1.41 0A8 shank X 20gauge35150127 - 117 116 99 91 33.7 0.73 1,01 1,19 1 0.85 1.4 0.16 1.5 in. long 4 edge X 3.625 40 147 125 116 114 97 90 33,7 0.76 1.04 1.22 1 0.85 1.4 0,18 HardiePanelJ b/1648X0.25 in. 8 field io, X 24 45 144 124 11.5 112 96 89 33.7 0,7851 1.065 1-2451 1 0,85 1.4 0..18 head 1.,375in 50 142 122 113 110 95 88 337 0,81 1.09 127 1 0,85 1,4 0.18 diameter metal 55140 121 113 109 94 87 33-7 0.83. 1.11 1.29 1 0.85 1.4 0.18 stud pin fastener260 139 120 112 107 93 B7 33.7 0,85 1.13 1,31 0.85 14 0.18 100 115 102 95 89 79 79 33:7 0:99 126 1.43 h>60 1 0.85 1:8 0.18 L. Screws snap; penetrare me metal rrammg ai lease mree 1uu' mreaas, 2. Knurled shank pins shall penetrate the metal framing at least 1/4 inch. 3. Building height = mean roof height (in feet) of a building. except that eave height shall be used for roof angle E) 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, 1509B, or 1609C; ASCE 7-10 Figures 26,5-1A, 26.5-1 B, 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 [2012 IBC, 2014.FBC) Figures 1609A,1609B and 1609C are ultimate design wind speeds Vult, and shall be converted in accordance with [2012 IBC,.2014 FBC] Section 1609.3.1 to nominal design wind speeds, Vasd, when the provisions of the standards referenced in 12012IBC, 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: Ke=. 1, Ka=0.85, GCP -lA (h560), GCp -1.8 (h>60), GCp;=0,18. LIMITATIONS OF USE: 1) Fastener pullout must be evaluated when installed a species of wood studs other than that which was tested. PROJECT RIO-2578- 9 5 ENGINEERING EVALUATION REPORT FOR ATTACHING JAMES HARDIER BRAND y RON&D 1. OGAARASSOCATES. INC. ISM ALGONOWN STREET "43 HUNTINC-TdN SEACH, CAS2649 T-) 714-262--16.-2 IF) 714-647-454Z PRWEECT: PJO-ZVB-15 EVALUATION SUBJECT HaNloloartol& Sidit James fiardle, Prvdud'tra*v Namas covvivd In this evAlualiow, iiart; ePlmia StdtN-, CftDptrW9 S'dMQ, PRVail RarW 54&-Wg EVALUATION SCOPE: ASCE T-10 m2lmrr K.W.,uwcad& EVALUATION PURPOSEz Thu vn4lyx)x is to datemum V*.at 4*rwm 6asign 3-aacafts gov 4-lAd speed to be reutiod by an assombi of HAnImp&-W, pmW pa'"I" s4m;l tanwtes M wwad fuvrle,,gg m other *,-43 or trw,* lramazp Wkh twits at REFERENCE REPORTS: 1, Intefialt Repod 1=43MC-Wik Tmwiem to" OW orl AaMtePanol, TEST RESULTS: Table Is. ftsults of TtarAveme Load'Tosfma F- MIMFellow I. uuW% AfinWabit That.. TN1x*,*" rp—,Q SPA-9 rostone"rype Lvitd Dus=.n Laae Ravor, NLmba Aoc,1cf fqL) Wd!h p ,) FraffW T ILr0 fin 5 and ormnslom F. 5 Fi ailu-m f.1 ow 2X4 wood vUo, 3W Mirk oy 2 S' 16 t"Q, a X 1 25' lar; Y, 0,323, -0 1W-11 t.3,6 Wi4* SPF Aming ribbed bu,lm Mad &=*S Intodek 0,31Z5 49 2)(A woo Wo. 3W ftiA by 3,5* 16 a No 6 x 1 26- sop x 0,223 HD 131,4 PL4 b—oh ebbedb,;ia heads fireflek, 0,2125 40 2X4 wood stud, Sk- Nck by 3 16 12 tio, 6 x I tong X 0 =' "HOtad.ti 35A thmur WideSrt=iv r.,Ml 60rvw5 I ram" t1l 102024 48 2X4 wood r=. W "-v. r y 315* Is 6 0, tecl' shank x 0,2151 hD x 1417 Widv SPF barring long roag 107W,4X3r- 0C-00lA jnwwk I I0,3125 48 2XA W= d W.Ua, 3W by 3,5- 24 l4c, 5 x 1 5--23- HO 2-7,6 pxlvvoq:`l Aractre I I SPF 1img rimed tougiv. head soves r t. ; ux—. — — an --,Q — P.-u'e.n'.v,— --il --., 2, Atown tke loaC M lielm-04 trots aMattit la&C dNilltd by 8, ta* or sufeq of, I 3, tia^d Parlai Sid% corv6as, wfth AS TM Cl I 86, 1,1sw04 Sp-Of(, tron W G-,000 11, 7ypv A ft1'-a4bez1*$ rra'wr-C-Qn; Piz. evill Table I tx. Ann tysis of Allowable L*" lot 09 5 craw at 10' Ot raeerw spaong (in h 12 to rm" "tavy 16 Faslor, w, '06Lrary 089 Eras liluAi fallietw load n01 36,9 1.1 TM 12w,&,vr load for ila"s, 17 0,C, waA,wlz^4"Wd oli V* avo*t o#,V11a Imms4s tot r gad' Cr TM a"lowawo toad 1W *a EC 1W al'" %;Adv of to, OZ, ll ft-no can be to vilawd by inwWAIgiv tea feums of 48;Tm faswrw al 6* am 12"CZ,. lime Don,"tes'l rac: 53-4a l#%ge mo-1-e 0! laslefor Pa, M=Zh from VwpA, 1misAsenownn rw laNt, Ine, atowatL* ioatl W $a W*.t ifw.uw a', to?, O'c. to Wood is ts UA Pat. 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April 30,2015 EVALUATION CENTER INTERTEK TESTING SERVICES NA LTD. 1500 BRIGANTINE DRIVE COQUITLAM, 13C V3K 7CI RENDERED TO JAMES HARDIE BUILDING PRODUCTS, INC. 10901 ELM AVENUE FONTANA, CA 92337 V,\, OGA Al ..... PRODUCT EVALUATED- HardiePaneIG) EVALUATION PROPERTY: Transverse Load Testing Report of HardiePanei& tested in accordance with ASTM E330-200212014, Standard Test Method for .Structural Performance of Ex-teriar"'Windows, Doors, Skylights and Curtain Walls by Uniform Static Air Pressure. Difference; This repot is for the use of,intertees Ofiem. and is protided pursuant to die ag, cement bt-,timeen into -tek an! its OjLiz,', responSRlffiry and are ijrr?je-q to the te-,m zyq" corm"iiNIS Of ht jgreernen. 1mertck-S5:UMe5 f70 habilk), '0 ary Party, other rftan to the r-Bent M acroillance, wal! the apree,,-iert, for Zqv 0551 expense or dzn, ace ck.'cassioneL by t-,te use & rh;s r-eport, Or.,y tne ciient is authonzed to copy or ropo,-t and then on,y fir,: its enVret},% A,7), use of the ;Tnertek name or 11r) e of ib marks for the saie Or advef1tisemni, or t,11er-Wsteane letgifl, prodLj&k or Setri ic-- 2 u,,t hrsi be apprvvedf ln writ.,bg by lnterrek. The obsemations ar-,d- b,7 this report am rejetam on:.}, to the -&Pmpia tv-sted- 777js fe?nr by N e,-z ro, im-olk ejtf doorserv--ce is or has ever bjeen undi r cerdfication Pro the netena. prod.&I gnarn. James Hardie Buitdhq Products„ tnc.. ReWM No. 102024363COO-001A 1 TableofContents April 30, 2015 Page 2 of 7 1 Table Of Contents _ .. ............. ....... ........ ...................... ..,,.... .2 2Introduction . ... ..........,................ ........ ......... ......... 3 3 Test Samples .......... ........ ......... ......_.._.........-.. _...._.........................................,........ 3 3.1. Sample Selection,.......11 ..................... .....__-...... ... 3 3.2. Sample And Assembly Description... .......... ............ ................. ........................... `3 4 Testing And Evaluation Methods. .. w. w .........._ 3 4.1- Conditioning ... ......_............. .................. ....... .............. .... ...I....y__.. 3 4.2- Transverse Load' .............. _ ............--- ................ ....................... ..,............,..3. 5 Testing. Antl Evaluation. Results...... .................................... ........... 5 5.1. Results And Observations ...... _.................. ....... ....... ........ ........ ............. 5 6 Conclusion ............... .._......... ._. - # i Appendix A Transverse Load Test Data....:.....,. ......... ........... ...... ............. .... 17 Wages RevisionSummary.......... ................................. ............. ............._... ............................ 1 Page et xertetc Florida Product Approval P Q SidingI': i 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.. HardiePanel'"'Zf_a.es arie VerticalSiding EFFECTIVE SEPTEMBER 2013 INS;Ai LA ON REQUIREMErt7S RESIDENII]AL SINGLE F00112YCINLY PRIMED & COUCIRPLUSSF, PRO0UCI S Visit for the most recent version'._ SMOOTH • CEDARMILL° • SELECT SIERRA 8 - STUCCO IMPORTANT FAILURETO INSTALLAND FINISH THIS PRODUCT IN ACCORDANCE WITH APPLICABLE BUILDING CODES AND JAMES HARDY WRITTEN APPLICATION INSTRUCTIONS MAY LEAD TO PERSONAL INJURY, AFFECT SYSTEM PERFORMANCE, VIOLATE LOCAL BUILDING CODES, AND VOID THE. PRODUCT ONLY WARRANTY. BEFORE INSTALLATION, CONFIRM THAT YOU ARE USING THE CORRECT HARDIEZONE INSTRUCTIONS.. INSTALLATION OF HZi o,tm PRODUCTS OUTSIDE AN HZ1 O` LOCATION WILL VOID YOUR WARRANTY. TO DETERMINE WHICH HARDIEZONE APPLIES TO YOUR LOCATION, VISIT WWW.HARDIEZONE.COM OR CALL 17866-942-7343 (866 9HARDIE) STORAGE & HANDLING: Store flat and keep dry and covered prior to installation.installing siding vvet,or saturated may result in shrinkage at butt joints. Carry planks on edge. Protect edges and corners from breakage. James Hardieis not responsible for damage caused by improper storage and handling of the product. p CUTTING INSTRUCTIONS OUTDOORS INDOORS 1. Position cutting sla6on so that tend vviltblav d dust away fromuser 1. Cut only usiric score and snap, or shears (manual, electric or pneumatic). and,othn in working area. 2. Position cr;ttrng station In wet. -ventilate area, 2. Use one of the followino methods: a. Best I. Score and snap ii. Shears (manual, electric or pneumatic) - NEVER use a powersaw indoors b. Reiter. I. Dust reducing circular saw equipped xMtha - NEVER use a circular saw blade trial does not carry the HardieBlade saw blade trademark Hardie3ladel saw blade and HEPA vacuum extraction NEVER dry sweep - Use wet suppression or.HEPA Vacuum. c. Good: i. Dust reducing circular savr wt. a HardieBbde saw blade only use for low to moderate cutting) Important Note: For maximum protection gowest respirable dust production). names Hardie recommends always using "Best" -level cutting methods where reasible. NIOSH-approved respisa.ors car: be used in coo unction withabove i at.wvv,..jameslard ie. corn to help you detemine tie mostappropria do not complyr afth the above,prai^tices, you should always consult a oractices to further.reduce dust exposures.: Additionai.exposure information is atrail&e ig method for your job requirements. if:concem still exists about exposure levels of you ed indusiiathygienistor contact James Hardie for further information. iM GENERAL REQUIREMENTS. These instructions to be used for residential single family installations only. For Commercial J Multi -Family installation requirements go to wt AV.JamesHardieCommercial.com HardiePanel' vertical siding can be installed over braced wood or steel studs spaced a maximum of 24" o.c. See genernal fastening requirements: irregularities in framing and sheathing can mirror through the finished application, James Hardie recommends installing HardiePanel on a capillary break (rainscreerArring) as a best practice. Information on installing James Hardie products over foam can be located in JH Tech Bulletin 19 at 1Aamv. iamehardie.com A water -resistive barrier is required in accordance with local building code requirements. The tinratet-resistive barrier must be appropriately installed with penetration and junction flashing in accordance with local building code requirements. James Hardie will. assume no responsibilityfor water Infiltration. James Hardie does. manufacture HardieWrapO 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 first10'. Do not install James Hardie products, such that they may remain in contact with standing water. HardiePanel vertical sidino may be installed on vertical wall applications only. DO NOT use HardiePanel: vertical siding in Fascia or Trim applications Some application are not suitable for ColorPlus. Refer to ColorPlus section page 3. DO NOT use stain, oiVal d base paint, or powder coating on James Hardier' Products: For larger projects, including commercial and multi -family projects, where thespan: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 Position fasteners 3/8" frompaneledgesandnocloserthanjointsmayalsobecoveredwithbattens, PVC or.metal jointers or 2" away from corners; Donotnailintocorners. caulked (Not applicable to ColorPius' Finish) (fig. 2). HardiePanel Vertical Siding Installation • Horizontal Joints - Provide Z-flashing at all horizontal joints (fig.3), Framing rriust be provided at horizontal and vertical edges for nailing. Figure 2 Figure 3 HardiePanel vertical siding must bejoinedonstud. water -resistive barrier water -resistive barrier Double stud may be required to maintain minimum edge 2 X a stud wat=-ris ve :,rater rGSsrn nailing distances Y 2 x 4 stud tinnier ba,n r upper panel ._- upper panel Figure 1 stud 1 l s° ga t ,__.r j h DoaotPDonot1;4"gap: water -resistive : Caulk Cau:K f barrier i _ _.; .. ... Batten Joint "H" Joint ' Z- fiashirg '''Z-flashitg l sheathing:, HardiePanel< decorative vertical siding water resistive barrier t" i "band board lee rails 2 x c. stud ,_ Iotaer p lover. 3/8" min: panel from panel edges 17 r If Figtlire 4 plate t ..... — — leave appropriategapbetween Re ontm ar' ation Whan y panels then. caulk` in d I1ng SIL rd 80 F oalde i Caulk .!Dint a double stud at anel moderate contact „ot'appiicableio volorPlus Finish) jomW io avoid nailing keep fasteners +, xpp .auik Ir accordance u dh ark though g•doves. 0. , away from cornersracturer's written application instructions. For ad dibona information oil Hardie6VrapTr,' ' Aleather Barrier; consul: ,'ames Hardie at-1-866-4Hardie:or voAw. hardiewrap. corn WARNING: AVOID BREATHING SILICA DUST James Hard 61 products contain respirable crwlalane silica. which Is:kao vn W the State of carforma to cause cancer and is considered by IARC and NIOSH to be a cause of carcdr from some occupational sources. Breathing excessive amounts of ressrabiesilica dust can also cause a disabling and potentially latal lung disease called silicosis, and has been linker with Mine: diseases. cone studies suggest smokmg.m y increase these risks During installation or handing: (1).work in outdoor areas with ample ventilation, r2; use fiber cemertshaars to, cutting or, .mere not feasible, use Hardl Nade°'saw blade and dust -reducing oircularsaw attached to a HEPA Vacuum; fit ware otters in the immediate area, f4) wear a properly-ftted P IOSH-approved dus',mnk or respirator le.g.. N-95) in accordance vvith anpLable government regulations and manufacturer instructions to further limit respirable silica exposures. During clear -up, use HEP.A vacuums or wet cleanup memods - never dry sweep. For further information, refer to our lnstaliatm instructions an i Nlaterial.Safaty Data Sheet availab;e at wow.jameshardie.cem or by calling':-800- 9HARDIE n-800-942-7343). FALUBE Te ADHERE TO OUR WARNINGS, MSDS, AND INSTALLATION INSTRUCTIONS MAY LEAD TO SERIOUS PERSONA_ INJURY O' DE4TH. u ens HS1236 - P113 1i13 CLEARANCES Install siding and trim products in compliance :.with local building code requirements for clearance between the bottom edge of the siding and the adjacent' finished grade:: Figure 5 surd concrete fi " min. I foundation Maintain a minimum 1 "gap beM,een gutter end caps and siding & trim. Figure 9 sidinc gutter and and cap Maintain a minimum 1" 2" clearance between James Hardie,*' products and paths, steps and driveways. fascia Maintain a minimum 1" - 2" clearance between James Hardie products and decking material. Figure 7 At the juncture of the roof and vertical surfaces, flashing and counterflashing shall be installed per the roofing . manufacturer's instructions. Provide a. minimum 1 "- 2" clearance between the roofing and the bottom edge of the siding and trim. 2' min. Maintain a 1i4" clearance between the bottom of James Hardie products and horizontal flashing. Do. not caulk gap. Refer to fig. 3 on page 1 wa1:ny Do not bridge floors with HardiePanel":siding. Horizontal KlCt€UT FLASHINGshouldalwaysbecreatedbetweenfloorsfig. 7 0). Because of the volume of water that can pour down a slopedWater- Resistive j i roof, one of the most critical flashing details occurs where a Fra"""9Barrier Figure 10, u I roof intersects -a sidewall.. The roof must be flashed with step flashing. Where the roof terminates, install a kickout.to deflecti77ontaiwaterawayfromthesiding.. It is best to Install a self adheringITrim membrane on the wall before the subfascia and trim boards are nailed in place, and then come back to install the kickout: Figure 11, Kickout Flashing To prevent water from. dumping behind the siding and the end of the roof snea)Mng intersection, instal! a "kickout" as required by IRC code 13905.2.8.3 : `...flashing shall be a min. of 4" high and 4" HardiePanetrs wide." James Hardie recommends the kickout be angled between 1001- 1101 to maximize water deflection BLOCKED PENETRATIONS Penetrations such as hose bibs and holes 1 v2" or larger such as .dryer vents should have a block of trim around point of penetration. GENERAL FASTENING REQUIREMENTS Fasteners must. be corrosion resistant, galvanized', or stainless steel: Electro-galvanized are acceptable but may exhibit premature corrosion. James Hardie recommends the use of quality, hot -dipped galvanized nails. James Hardie is not responsible for the corrosion resistance of fasteners. Stainless steel fasteners are recommended when installing James Hardie products near the ocean; .Large bodies of water, or in very humid climates. Consult applicable product evaluation or listing for correct fastener type and placement to achieve specific design wind loads. NOTE: Published wind loads may not be applicable to all areas wIhere Local Building Codes have Specific jurisdiction. Consult James Hardie Technical Services 1f 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. a) 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 Flush 9-1-711 Countersunk, fill &add nail Fgure A Figure B do not under drive nails oo NOTSTAPLE Figure'11 PNEUMATIC FASTENING James Hardie products can be hand nailed or fastened .with a. pneumatic tool. Pneumatic fastening is highly recommended. Set air pressure so that the fastener is driven snug with the surface of the siding. A flush mount attachment on the pneumatic .tool is.recommended. This will help control the depth the nail is driven. If setting the nail depth proves. difficult, choose a setting that under drives the nail. (Drive under driven nails snug with a smooth faced hammier - Does not apply for installation to steel framing). HS1236 - P213 8t 13 CAULKING For best results -use an Elastomeric Joint Sealant complying with ASTM C920 Grade NS, Crass 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 naii treads 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, oivalkyd 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® ColorPlus® products. During installation use a wet soft cloth or soft brush to gently wipe off any residue or construction dust left on the product, then rinse with a garden hose. Touch up nicks, scrapes and nail heads using the ColorPlus' Technology touch-up applicator. Touch-up should be used sparingly.. If large areas require touch-up, replace the damaged area with new HardiePaner, siding with ColorPlus Technology. Laminate sheet must be removed immediately after installationof each course. Terminate non -factory cut edges into trim where possible, and caulk. Color matched caulks are available from your ColorPlusO' product dealer. Treat all other non -factory cut edges using the ColorPlus Technology edge waters, 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 ofthird. 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 touch7up over fasteners for Cedarmill and Stucco panel only, but correct touchup application is important. Some colors may show touch-up when applied over fasteners. Trim,is recommended to cover joints when appropriate. PAINTING JAMES HARDIEO 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, oiValkyd base paint, or powder coating onJames Hardie' Products Apply finish coat in accordance with paint manufacturers written instructions regarding coverage, application methods, and application temperature RECOCNITION: In acce€darlce w.1h]Cr, ES Evaluation Report ESR-1844, Har,; eParely ve bcal Siding is recognized as a sun Gble alternate to that specified in: the 2006.2009, & 20121ptemational Residential Code for One -and Tiro-Fariilg Dwellings and the 2006: 2009, & 2012 h?temahonal Building Code. Haid;ePanel vertical Ai'ig is also recognized for apAcar on in the follo;v i y: City of Los Angeles Research Repor No..24862, Sae of Flo .da lisfing FL#889, Dade County. Florida NCA No. 02-0729.02, U.S. Dept: of HUD Materials Release 1263c, Texas Ocaartment of Insurance Producr Evaluation EG23; Citisot New York INEA 223-93-M: and California DSA FA-019. These documents should also be consulted for additional irformation concernino the suitability of this product for specific applications. v 201 James Hardie Building Products. All rights reserved, TM SM. and 0 denote trademarks or registered trademarks of Additional installation Information, Jaynes HardieTP hndlog;r Limited L is a registered Warranties, and Warnings are available at H aes arie trademark of Jayne i s HardieTechnologyLimited. wmjameshardle.com HS1236 - P3.•' 3 6,113 COUNT DEPARTMENT OF REGULATORY AND ECONOi1IIC RESOURCES (RER) BOARD AND CODE ADMINISTRATION DIVISION NOTICE OF ACCEPTANCE (NOA) James Hardie Building Product, Inc. 10901 EIm Avenue' Fontana, CA 92337 MIAMI-DADE COUNTY PRODUCT CONTROL SECTION 11805 SW 26 Street, Room 208 Miami, Florida 33175-2474 T (786) 315-2590 F (786) 315-2599 wivw.mia midade.gov/economv SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed and accepted by Miami -Dade County RER-Product Control Section to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction (AHJ). This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product Control Section In Miami Dade County) and/or the AHJ (in areas other than Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. RER reserves the right to revoke this acceptance, if it is determined by Miami -Dade County Product Control Section that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the Florida Building Code, including the High Velocity Hurricane Zone. 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; HardiePlank, CemPlank Prevail Lap Siding; HardieSoffit, CemSoffit Panel; Installation Details Wood/Metal Stud Construction", sheets 1 through 12 of 12, dated 04/24/2013, prepared by the manufacturer, signed and sealed by Ronald I. Ogawa, P.E., bearing the Miami -Dade County Product Control 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 manufacturer's name or logo, Plant City, Florida, and.the following statements: "ASTM C 1186 Type A compliant" and "Miami -Dade County Product Control Approved" is to be located on each siding plank or panel and per FBC 171.0.9.2 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 this product. TERMINATION of this NOA will occur after the expiration. date or if there has been a revision or change in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided•to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This NOA 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 f3d1 1 S robe 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; HardieSoffil, 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 # 13-0311.0711 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 5th edition (2014) FBC issued by Ronald I. Ogawa & Associates, Inc., dated 10/26/2014, signed and sealed by Ronald I. Ogawa, P.E. Carlos M.. Utrera, P.E. Product Control Examiner NOA No. 15-0122.04 Expiration Date: May 1, 2017 Approval Date: April 9, 2015 l- 1 NO WALL L1=NG7H SEE Stud Spacing at 15' O.C. DETAIL A t?JItQtJi.T 8EEb as ooaig. 3 m WALL X7 iEIGHT hliamoci " i 7. i3 Nails at 16" O.0 (typ.) 3/8" Minimum Edge Distance Sheathing fastener, as described in Note 1 Panel fastener, as described in Note 2 HardiePanel, Cempanel, Prevail Panel Siding i r C J Wa ter -resistive barrier per Florida Building Code Section 14042 5/8" thick / 5 ply APA rated plywood sheathing fastened in accordance with Florida Building Code Section 2322.3 2" X 4" S-P-t= 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. DF—TAILtiA i 5518" %hick / 5 ply APA rated plywood sheathing in accordance with Florida Build'ng Code Section 2322.3 Water -resistive barrier per Florida Building Code Section 1404.2 r x 4" S-P-F Wood studs HardiePanel, S,CTION B-B Cempanel, Prevail Panel Siding PRODUCT pEgC[9PTIOt3 HardiePanel®, Cempanelcl3), & Prevail® Panel Siding materials are nonasbestos fiber-oament products tested in accordance with ASTM C1186 Grade 11, Type A and meeting the requirements of the Florida Building Code. PANEL DIMENSIOhIS Width Length Thickness 4' 8,9,10' 5/16' Dgq ON PRESSURE RATING Installation Design Pressure Wood Studs -76 psf impact Resistant — Planks installed over 518" thick / 5 ply APA rated plywood sheathing HARDIEPANEL—CEIMPAt4EL, PREN?I4PANEL SIDING INSTAL IIkTOfA DE I -A a All installation 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 1] 5/8" thick / 5 ply APA rated plywood sheathing shall be attached to the studs in accordance with Florida Building Code Section 2322-3. A rated plywood sheathing supporterThesidingpanelsshallbeinstalledover518' thick 15 plybyaminimumof2"X4" S-P-F wood studs spaced a maximum of 16" O.C. Note 2] The siding panel fastener shall be a 2" long, 0.223" head diameter, 0.092" shankdiameter, corrosion resistant siding nail; the fasteners shall be spaced at 6" O.C. at panel edgesandintermediatestuds, the fasteners shall be driven through the 518" thick 15 ply APA rated plywood sheathing into wood studs located at 16" O.C. Fasteners shall have a minimum edge distance of 318" and a minimum clearance of 2" from comers. Phone: 9U9--nsuu Fax 909-427-0634 Creator. E- Gonzales HARDIEPANEL, CEMPANEL PREVAIL PANEL INSTALLATION DETAILS WOOD STUD CONSTRUCTION James Hardie Building Products, Inc. 10901 Elm Avenue l=ontana, CA 92337 DWG NO ---__ REV SIZE NO A Pt IL-PLK-SOFF 1 I Date: 4/2412013 1 OF 12 Fastener Spacing per Florida Building Code.S(;ction 2322.3 I I•I Fastener Spacing per Florida Building Code Section 2322.3 i.G Glif/7jI PRoMJC REVL`E ) s oonVlying wish the Fkrif: BY Y 1 1Y ProdtIc t C.entm d Cladding Framing Sheathing N I NAL FRAMING NOMINAL 2" X 4" S-P-F WOOD STUDS 16" O.C. FASTENED FOR METAL AND WOOD STUDS, PROVISIONS FOR DIAPHRAGM ACTION AND GRAVITY LOAD AREWITH3-1/2" 16d COMMON NAILS (2 PER TOP AND BOTTOM CONNECTION) NOT PART OF THIS APPROVAL (MUST PROVIDE ALTERNATE PROVISIONS FOR THESE LOADS) THE WALL AND SOFFIT FRAMES ARE TO BE DESIGNED BY THE ARCHITECT OR ENGINEER OF RECORD IN COMPLIANCE WITH THE FLORIDA BUILDING CODE SHEATH[NG NOMINAL 5/8" THICK/ 5 PLY APA RATED PLYWOOD HARDIEPANEL, CEMPANEL, PREVAIL PANEL SHEATHING FASTENED IN ACCORDANCE WITH FLORIDA INSTALLATION DETAILS WOOD STUD CONSTRUCTION BUILDNG CODE SECTION 2322.3 CLADDING James Hardie Building Products, Inc. THE PANEL IS FASTENED WITH 2" LONG, 0.223 HEAD 10901 Elm Avenue DIAMETER, 0.092" SHANK DIAMETER, CORROSION I-lipRESisTANTSIDINGNAILS, PLACE NAILS 6" O.C. AT Fontana, CA 92337 PANEL EDGES AND INTERMEDIATE STUDS Phone: 909-356-6300 SIZE ESCM No DWG NO RE Fax 909-427-0634 A PNL-PLK-SOFF 1 Creator. E. Gonzales SCALE 1" = V-0" Date: 4/24/2013 sHEEr 2 OF 12 r i i I WALL HEIGHT WALL LENGTH Stud Spacing at 16" O.C, REvIsEp vd* 46 ilmride ft 3/3" Minimum DETAIL A The Florida 1 7 tb9 V O Q C1/ No. STATE Q a F4ORIQ <c. SEE DETAIL A 518" thick / 5 ply APA rated plywood sheathing fastened to metal studs as described in Note 1 PRQQ JC7 DESCRIP' PN HardiePanel®, Cempanel®, & Ptevail® Panel Siding materials are nonasbestos fiber -cement products tested in accordance with ASTM C1186 Grade 11, Type A and meeting the requirements of the Florida Building Code. PANEL DLMENSIONS Water -resistive Width Length Thickness barrier per Florida 4! 8,9,10' 5/16" Building Code Section 1404.2 DESIGN PI,ESSUFiE_RA_T_ING Installation Design Pressure toga, 3-5/8" X 1-5/8" Metal Studs -104 psf Metal Cstud i -----; - r-LI0NA ,rr' rr HardiePanel, Impact Resistant— i l, Panel installed over 5/8" thick / 5 ply i f + S C_rJ,ON 6 cem pane Prevail Panel APA rated plywood sheathing Distance Nails at 6" O.C. (typ.) Siding Sheathing fastener, as described in Note 1. Panel fastener, as described in l Note 2 1 1-- HardiePanelS Siding Water -resistive barrier per Florida Building Code Section 1404.2 HA_ICEh!IPAtJEL, PREVAIL PANEL SIDING INSTALLATION 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. K Metal studs where HardiePanel, Cempanel, Prevail Panel Siding will be installed shall be designed by an Engineer or Architect per the Florida Building Code and the requirements of this N. O.A Note 1] 518" thick 15 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 1-114" long bugle head screw The siding panels shall be installed over 518!'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" 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 studs located at 16" O,C. Fasteners shall have a minimum edge distance of 3/8" and a minimum clearance of 2" from comers. 518" thick / 5 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: 909-356-6300 The wall and soffit frames are to be designed Fax 909-427-0634 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 SL a FSCM NO I DWG NO REV A PNL-PLK-SOFF 1 1 SCALE' 1/2" = T-0" j Date: 424/2013 3OF12 6.00in. N-- I 6.001n_ II i T 6.0I0in. PRODiJCTSt ViS1 i as octivat YiatB wit'b the Fboandn DW, sy h4imm P rodact central R,t MING O.C. FASTENEDINAL WITH 5/8" WAFER HEAD SCREWS (28" STEELD 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 SHEAjI-i_IJ3G x 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 THE PANEL IS FASTENED WITH NO.8-18, 0.315" HEAD DIAMETERX 1-6/8' 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 !NTERMEDIATE STUDS Cladding I I I /I I , Framing II I' I Sheathing II ICI II II OGA I•I 1' ` k% l •SF o. 121 I.I o '• STATE OF F 0 RXID I S/4 N Al- rr! T METAL FTDIAPHRAGM THEE LOAD RE NOPART THIS APPROVAL (MUST PROVIDE ALTERNATE PROVISIONS LOADS) 1 SEE: P_RODUGT D-SCRIPT1Qt3 Stud Spacing at 16" O.C. WALL LENGTH DETAILA Hard iePlank®, Cemplank®, & Prevail® Plank Lap Siding materials B - 5/8" thick / 5 ply APA rated plywood sheathing in are nonasbestos fiber -cement din accordance withpstestedproducts ASTM C1186 Grade 11, Type A andIII ( ( i I rrrr ily : accordance with meeting the requirements of the I a Florida Building Code Florida Building Code. as oa;+ibiymg with je F3nrida i Q. Section 2322 3 PANEL MENSI_ONS WALL Water -resistive Florida D Width Length Thickness 5/16" EIGHT barrier per 59-1/2" 12' Building Code Y R i ; Section 1404-2 DESIGN PRE_SSUi E GRATIN r P 2" X 4^ S-P-F Design PressureInstallationg Wood Studs Wood Studs -92 psf J-_-_ _r_ I-_.--.-.-_LJ________ L--.--_--.--.__L_........-_-..-_W_-._ SS10 N Lap Siding Impact Resistant - Planks installed over 6/8" thick / 5 plyB .•-- Mails at 16" O. (typ.) y I//J//1/// r SV 1 I 1-1/4"tan X 5/16^ APA rated plywood sheathing 3/4"Minimum Edge Distance BB thick starter strip No p _TAIL A Sheathing Sheathing fastener, as described in Note 1 Siding fastener, as described in Note 2 I HardiePlank, Cemplank, Prevail Lap Siding Water -resistive barrier per Florida Building f' Code Section 1404.2 5/8" thick /5 ply APA rated plywood sheathing fastened in accordance with Florida Building Code Section 2322.3 2" X 4" S-P-F Wood Studs The wall and soffit frames are to be designed by the Architect or Engineer of Record in compliance with the Florida Building Code. HAI DI PLAIII.F<_CEMPLA-NK, PREY IL-LA SIDINUNNi_ ,LLATION D TA11S All installation 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 HardiePlank, Cemplank, Prevail Lap Siding will be installed shall be designed by anEngineerorArchitectpertheFloridaBuildingCodeandtherequirementsofthisN.OANote115/8" thick /5 ply APA rated plywood sheathing shall be attached to the studs in accordance with Florida Building Code Section 2322.3. Planksshallbeappliedhorizontallycommencingfrom the bottom course of the wall with 1-1l4" wide laps at the top of the plank such that the exposure area of each plank is:5 8-1/4" vertically. Note21Thesidingfastenershallbea2-112" long, 0.223" head diameter, 0.092" shank diameter, corrosion -resistant siding nail; The siding is fastened:5 8-1/4" O.C. vertically and 16" O.C. horizontally; fastenersaredrivenintowoodstudsthrough5/8" thick / 5 ply APA rated plywood sheathing, fasteners areplacedintheoverlappingareaapproximately314" from the bottom edge of the overlapping plank Vertical joints shall be placed over studs. theplanksshallbeinstalledover5/8" thick 15 ply APA rated plywood sheathing supported by a minimumof2"X4" S-P-F wood studs spaced a maximum of 16" O.C. Fasteners shall have a minimum edge distance of 3/87. FaX 909-427-Ubi: 4 Creator. E. Gonzales HARDIEPLANK, CEMPLANK, PREVAIL LAP SIDING INSTALLATION DETAILS WOOD STUD CONSTRUCTION James Hardie Building Products, Inc. 10901 Elm Avenue Fontana, CA 92337 SIZE FSCM NO A SCALE 1/2" = T-0" own? NO 1 R° PNL- PLK-SOFF I 1 Date: 4/24/2013 (SHEET 5 OF 12 Fastener Spacing per Florida Building Code Section 2322.3 16 in. OC Cladding i T - Framing I -I Fastener Spacing per Florida - I / Sheathing Building Code Section 2322.3 I E---------------..--- .--------------------------- 0.75in . • PR0WCTREV1SM Iffiwwn0ym* vn& 0* Florida 13 ildE cS Cry A,--MM,wc No ByTVjwm adc Product Cmbxi 58 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 IN COMPLIANCE WITH THE FLORIDA BUILDING CODE SHEATHING NOMINAL 5/8" THICK / 5 PLY APA RATED PLYWOOD SHEATHING FASTENED IN ACCORDANCE WITH FLORIDA BUILDING CODE SECTION 2322.3 CLA--DOING 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, CORROSION - RESISTANT SIDING NAILS, -PLACED 3/4" UP FROM THE BOTTOM EDGE OF THE PLANK AT EACH STUD LOCATION i• N 1 PRODUCIr REVISED tS z No. 121 STATE OF ' 01VAL 0' fill FOR METAL AND WOOD STUDS, PROVISIONS FOR DIAPHRAGM ACTION A06iYf-CVI`fY LOAD ARE NOT PART OF THIS APPROVAL (MUST PROVIDE ALTERNATE PROVISIONS FOR THESE LOADS) HARDIEPLANK, CEMPLANK, PREVAIL LAP SIDING INSTALLATION DETAILS WOOD STUD CONSTRUCTION James Hardie Building Products, Inc. 10901 Elm Avenue Fontana, CA 92337 Phone: 909-356-6300 srze FSCM NO nvv No RE Fax 909-427-0634 A PNL-PLK-SOFF 1 Creator. E. Gonzales SCALE 1" = 1'-0" Dale: 4/24/2013 1 sHEEi 6 OF 12 j Stud Spacing at 16" O.C. NF,LL LENGTH1 t i r - --- - - -- --------- I; 7j- ;i- PR as aon4y3yv g wmL rdoeiida Scdlds}Cod v'N l . 1 HALL I t- EIGHT i I j F]cpu!r 4ao O 1 I 3. ti 4tus i Y Frodmcx Cowl ssl n nl a t F i 3/4" Minimum Edge Distance Nails at 16' O.G. (typ.) DETAILI PRfJAX1iM ii ISED vw oa y6w' 9= Fkwida Sheathing fastener, as described in Note 1 Siding fastener, as described in Note 2 1 HardiePlank, Cemplank, Prevail Lap Siding water -resistive barrier per Florida Building 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 1-518" Metal C-stud The wall and soffit frames are to be designed by the Architect or Engineer of Record in compliance with the Floiida Building Code. u SEE PR_CQL CT DESC[PTi_QN 7ETAILA HardiePlank(&, Cemplanka, and 518"thick/5ply APA Prevail® Plank Lap Siding materialsarenonasbestosfiber -cement rated plywood products tested in accordance withsheathingfastenedASTMC1186GradeIt, Type A and to metal studs as meeting the requirements of the described in Note 1 Florida Building Code. Water -resistive barrier per Florida PLANK pIMENSIONS Building Code Width Length Thickness a Section 1404.2 S 9-1/Z 12, 5/16" 20ga, 3-5/8" X 1-5/8" . DESIGN PRESSURE RATING Meal Gstud Installation Design Pressure rdiePlank, 112mplank, Metal Studs -92 psf Prevail Lap Siding Impact Resistant — CT10N B- I \ 1- 114" tall X 5/16" Planks installed over 518" thick / 5 ply thick starter strip APA rated plywood sheathing HARDIEPLINK CEMPLANK PREVAIL LAP SIDING INSTALLATION DETAILS Ail 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 HardiePlank, Cemplank, Prevail Lap Siding will be installed shall be designed by an Engineer or Architect per the Florida Building Code and the requirements of this N.O.A. Note ' f] 518" 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 21 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 s 8-1/4" O.C. vertically and 16" O.C. horizontally; fasteners are driven into metal studs through 5/8" thick 15 ply APA rated plywood sheathing, fasteners are placed in the overlapping area approximately 314" from the bottom edge of the overlapping plank. Vertical joints shall be placed over studs. The planks shall be installed over 5/8" thick 15 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. Fasteners shall have a minimum edge distance of 3/8". s 6.00in. +-- 6,00in. 6.00imoC 0.78in ' Bw-wm W& Jj Aowpunm No E=DltabOA DffiC BY Oak Prod 58.25in- FRAMING NOMINAL 20 GAUGE 3-5/8" X 1-518" 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 SjHE4f HJNG 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 CLA_DDiNG PLANKS OVERLAP 1-114" THE EXPOSURE IS S 8-1/4" 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 3/4" UP FROM THE BOTTOM EDGE OF THE PLANK AT EACH STUD LOCATION 6 in. Ctadding Framing Sheathing OGAt%9' o. 121 STATE OF w`: NAI- 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) ii i WALL HEIGHT i B WALL LENGTH Stud Spacing at 16" O.C. 3/8" Minimum SEE PRODUCT ILA DETAILA HardieSoffitO & CemsoffitV materials are nonasbestos fiber -cement products tested in accordance with ASTM C1186 Grade 11, Type A 1 and meeting the requirements of the Florida Building Code. SOFFLT gIMENSIQN$ 2" X 4" S-P-F Width Length Thickness Wood Studs 81 19, p1=SIG1AeP SUft.E-RATING HardieSoffit, Installation Design Pressure Cemsoffit Wood Studs -70 psf S C7)ON=B PRODUCT REV'L M Nails at 4" O.C. (typ.)pReDLcr P.MSM —Moh i% -itb dwvwri& Distance 40 «,map YMg -ft dw Building Cods odlav 4e -dl E°o'OD No f3-03 f 1,C- o Dift By Product coat offrtfastener, as escribed in Note i HardieSoffit, Cemsoffit 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. OGA No- 4 21 STATE OF i3ARD1. 50E 1T,_CMSOFFIY P gN_EL I,KSTALLAJ")ON_DE7I ILS AllinstallationshallbedoneinconformancewiththisNoticeofAcceptance, the manufacturer's installation recommendations, and the applicable sections of the Florida Building Code. Wood studs where HardieSoffit, Cemsoffit will be installed shall be designed by an Engineer or Architect per the Florida Building Code and the requirements of this N.OA The soffit shall be installed over minimum 2"X4" S-P-F wood studs spaced a maximum of 16" O.C. Note 11 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 corners. HARDIFSOFFIT, CEMSOFFIT PANEL INSTALLATION DETAILS WOOD STUD CONSTRUCTION James Hardie Building Products, Inc. 10901 Elm Avenue Fontana, CA 92337 9ZE Fsom w DWG NO A PNL-PLK-SOFF Creator. E. Gonzales ISCALE 1/2"= 11-0" 1 Date:4/24/2013 Isr+Eer 9OF12 REV 4.00iTn pa61i7Ucr &EV15M FRODUCrR 07 a $.09111* FRAMA NG NOMINAL 2" X 4" S-P-F WOOD STUDS 16" O.C. FASTENED WITH 3-1/2" 16d COMMON NAILS (2 PER TOP AND BOTTOM CONNECTION) THE WALL AND SOFFIT FRAMES ARE TO BE DESIGNED BY THE ARCHITECT OR ENGINEER OF RECORD IN COMPLIANCE WITH THE FLORIDA BUILDING CODE CLADDING THE SOFFIT IS FASTENED WITH 2" LONG, 0.223" HEAD DIAMETER, 0.092" SHANK DIAMETER, CORROSION RESISTANT SIDING NAILS, PLACE NAILS 4" Q.C. AT PANEL EDGES AND INTERMEDIATE STUDS i Cladding Framing, OGAIN INo. 121 - STATE OF O'R' s19/0NA - „1r FOR METAL AND WOOD STUDS, PROVISIONS FOR DIAPHRAGM ACTION AND GRAVITY LOAD ARE NOT PART OF THIS APPROVAL (MUST PROVIDE ALTERNATE PROVISIONS FOR THESE LOADS) HARDIESOFFIT, CEMSOFFIT PANEL INSTALLATION DETAILS WOOD STUD CONSTRUCTION James Hardie Building Products, Inc. 1D901 Elm Avenue Fontana, CA 92337. hone: 9D9-356-6300 Size NSCM No - MN3 No REv Fax 909-427-0634 A PNL-PLK-SOFF t Creator. E. Gonzales SCALE 1"= 1'-0" Date: 4/24/2013 SHEET 10 OF 12 WALL LENGTH --->i PkODi1CT DESCRIPT(.ON. Stud Spacing at 16" O.C. HardleSof" & CemsoffitO materials are nonasbestos fiber -cement products tested in accordance with ASTM C1186 Grade 11, Type A and meeting the requirements of the Florida Building Code. 209a, 3-5/8" X 1-5/8" S F>=1-! DiMENStO1V5 Metal Gstud Width Length Thickness 4, 8' HarcfieSoffit, UESIGI[ PF2ESSURE RATING Cemsoftit Installation Design Pressure j. Metal Studs-55,9 f 1tt94; rQype<<! l. Gq T LiSECTIQN B—B PR0111JCT8.f~V1SED ,a, c F'•.' r. MeDucr REVOLED es yiv$ witb ft Florida me No 7 010' S7g7F OF ' EVtsactcoma " ©,c, - o-& K4 coma RrG RDfESOFF( T. CE.MSOFFfTPANEL INS_T_ALLA710RDETA11_Sr NAL All installation shall be done in conformance with this Notice of Acceptanhf anufacturer s installation recommendations, and the applicable sections of the Florida Building Code. Metal studs where FlardieSoffit, Cemsoffit will be installed shall be designed by an Engineer or Architect per the Florida Building Code and the requirements of this N.OA The soffit shall be installed over minimum 20ga, Nominal 3-5/8" X 1-5/8" Metal G-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 16" O.C. Fasteners shall have a minimum edge distance of 3/8" and a minimum clearance of 2" from comers. Nails at 6" O.C. (typ. 3/8" Minimum Edge Distance DETA- L- A Soffit fastener, as described in Note 1 HardieSoffit, Cemsoffit I I ' 20ga, 3- 5/8" X 1-518" Metal C-stud j The wall and soffit' Tames are to be designed by the Architect or Engineer of Record in compliance with the Florida.Building Code. 1. Creator. E. Gonzales. F I SEE DETAILA HARDIESOFFIT, CEMSOFFIT PANEL INSTALLATION DETAILS METAL STUD CONSTRUCTION James Hardie Building Products, Inc. 10901 Elm Avenue Fontana, CA 92337 SIZE FSCM NO Mr. REV A PNL- PLKSOFF 1 ALE' 1! 2" = 1'-0" bate: 4/24/2013 sneer 11 OF 12 Cladding Framing 6.00in. pt ODUCiC REVLSED 0yhgwi*&e-P>!0wa pp'oDuc ' D Rdo%S / 1 oFio+ A4CCVbwv NO s ny 0*(L- ploftctCk" 01 21 .. FLORN e Fss oN s FRAMING NOMINAL 20 GAUGE 3-516" X 1-518" STEEL STUDS 16" O.C.ANDFORMETALWOODSTUDS, PROVISIONS FOR DIAPHRAGMlFASTENEDWITH5/8" WAFER HEAD SCREWS (2 PER TOP ONS FOR THEISIE LOADS) NOT PART OF THIS APPROVAL (MUST PROVIDE ALTERNATE PROV SND 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 HARDIESOFFIT, CEMSOFFIT PANELCLADDING THE SOFFIT IS FASTENED WITH NO. 8-18, 0.315" HEAD INSTALLATION DETAILS METAL STUD CONSiRUCT10N D(AMETERX 1-1/4" LONG CORROSION RESISTANTRIBBED 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 6" O.C. AT PANEL EDGES AND INTERMEDIATE Fontana, CA 92337 STUDS Phone: 909-356-6300 SIZE FSCM NO OWG NO REV Fax 909-427-0634 A PNL-PLK-SOFF 1 Creator. E. Gonzales SCAB 1" = 9' 0" Date: 4124l2013 SHEET 12 OF 12 Florida Building Code Online Page 1 of 2 BCIS Home ( Log In I User Registration - Hot Topics Submit Surcharge Stats & Facts Publications FBC Staff BCIS Site Map Links Search b jJ Product Approval lF'FUSER: Public User9 - d.,.pr Product Aooroval Menu > Product or Application Search > Application List > Application Detail FL # FL12194-R5 Application Type Revision Code Version 2014 Application Status Approved Comments Archived D Product Manufacturer Aluminum Coils, Inc. Address/Phone/Email 5001 West Knox Street Tampa, FL 33634 813) 249-9743 grahman@aluminumcoilsinc.com Authorized Signature Gareth Rahman grahman@aluminumcoilsinc.com Technical Representative Paul Frost Address/Phone/Email 5001 West Knox Street Tampa, FL 33634 813) 249-9742 PFrost@aluminumcoilsinc.com Quality Assurance Representative Address/Phone/Email Category Panel Walls Subcategory Soffits Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer 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 Validation Checklist - Hardcopy Received Certificate of Independence FL12194 R5 COI ALC15001.2 Evaluation Report 2014 FBC 04 T4 Soffits - FINAL,pdf Referenced Standard and Year (of Standard) Standard Year AAMA 1402 1986 Equivalence of Product Standards Certified By Sections from the Code I http ://www. floridabuilding. org/pr/pr_app_dtl. aspx?param=wGEVXQMDquk24AUC%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 r i 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.odfApprovedforuseoutsideHVHZ: Yes Impact Resistant: N/A Verified By: Zachary R. Priest PE-74021 Design Pressure: +80/-90 Created by Independent Third Party: Yes Other: See Evaluation Report for limits of use. Evaluation Reports FL12194 R5 AE ALC15001.2 Evaluation Report 2014 FBC 04 T4 Soffits - FINAL.odf 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), 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: s:it-sT731r' t http://,A,ww.floridabuilding. org/pr/pr_app_dtl.aspx?param=wGEVXQwtDquk24AUC%2fE... 9/7/2017 TECHNICAL SERVICES, LLC Certificate of Authorization No. 29824 17520 Edinburgh Dr Tampa, FL 33647 813) 480-3421 EVALUATION REPORT FLORIDA BUILDING CODE 5T" 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 TECHNICAL SERVICES, LLC PRODUCT DESCRIPTIONS ALUMINUM COILS, INC Soffits 3/8" F-Channel Preformed nominal 0.016-inch thick, 3105 H-14 aluminum F-channel. See (appendix D for dimension drawings. 3/8" J-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. ir-AWN114ur Qii 16" SOLID PANEL 12" T4 Soffit Preformed nominal 0.0135-inch thick, 3105 H-14 aluminum soffit panels 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. 12" FULL VENT 12" CENTER VENT 12" SOLID PANEL 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. fr 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 5th Edition (2014) as evidenced in the referenced documents submitted by the named manufacturer. R. G` P c E rv'spS 4 2017.06.06 No .74021 l 15:48:16 04'00' O•:- STATE OF 44/ iO ?•' Zachary R. Priest, P.E. 5 • OR t '• C?` Florida Registration No. 74021 0NA' E .` Organization No. ANE9641 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 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. q•%ire;:. 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 b. 12" T4 Soffit-4-inch o.c. Fastener Fastener Fastener Fastener Location Location Location Location c. 16" Q4 Soffit —16-inch o.c. Fastener Location l I — Fastener 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 a y.. 4 TECHNICAL SERVICES, L.LC d. 16" Q4 Soffit — 8-inch o.c. Fastener Location lf Fastener Fastener Location ALUMINUM COILS, INC Soffits Appendix A Approved_ System Numbers and Definitions 12F-# Ap roved Systems for 12-inch Overhang with F-Channel 12J-# Approved Systems for 12-inch Overhang with J-Channel 16F-# Approved Systems for 16-inch Overhang with F-Channel 16J-# Approved Systems for 16-inch Overhang with J-Channel 24F-# Approved Systems for 24-inch Overhang with F-Channel 24J-# Approved Systems for 24-inch Overhang with J-Channel Approved Systems for 12-inch overhang with F-Channel Wall Connection Save Connection System Panel MDP ;. No. Width Psfl 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 072-inch dia. x min. 3/16- 0. inch head dia. trim nail 40.0 24-inch o.c. O.C. spaced 36-inch o.c. Max. Three (3) min. 3/4-inch x 1/4-inch. One (1) min 3/4-inch x 1/4-inch One (1) min. 1 3/4-inch long x 12F-2 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 spaced 24-inch o.c. and securing each panel lap inch o.c. 12F- 3 Max. Masonry One (1) 14 ga. 5/8-inch long T nail Wood One ( 1) min 3/4-inch x 1/4-inch 8- inch One ( 1) min. 1 3/4-inch long x 0. 072-inch dia. x min. 1/4-inch 48 16- inch spaced 8-inch o.c. crown staple spaced o.c. head dia. trip nail spaced 48- 64.2 and securing each panel lap inch o.c. ALC15001. 2 FL12194-R5 Page 2 of 8 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix A Approved Systems for 124nch overhang with J-Channel Wall Connection Eave Connection System Panel MDP No. Width Psi Substrate F-Channel Panel Attachment Substrate I Panel Attachment Fascia Cap Attachment Attachment Three (3) min. 3/4- inch x 1/4-inch crown One (1) min. #8 x 1/2-inch One (1) min 3/4-inch x One (1) min. 1 3/4-inch long x 12J-1 Max. Wood staples in diamond long x 3/8-inch head diameter Wood 1/ 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 Y, I MDP No. Width psi Substrate F-Channel Substrate Panel Attachment Fascia Cap Attachment Attachment One (1) 18 ga. 1/4-inch crown x One (1) min. 1.75-inch x 16F-1 Max. Masonry One (1) 14 ga. 5/8-inch long T nail Wood 1-inch leg staple spaced max. 0.072-inch diameter finishing nail with min. 3/16- 53.3 12-inch spaced max. 8-inch o.c. 4-inch o.c. and securing each inch head spaced panel lap 12-inch o.c. One (1) 18 ga. 1/4-inch crown x One (1) min. 1.75-inch x Max. Three (3) 18 ga. 1/4-inch crown x 1- 1-inch leg staple spaced max. 0.072-inch diameter 16F-2 12-inch Wood inch leg staples in diamond pattern Wood 4-inch o.c. and securing each finishing nail vrith min. 3/16- 53.3 spaced 16-inch o.c. panel lap inch head spaced 12-inch o.c. 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 Max. 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 25.6 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. iCREEK 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 iPsfl 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 inch diameter finishinghing nnailwith min. 3/16- 43.3 16-inch spaced.8-inch o.c. o.c. and securing each panel inch head spaced lap 16-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- 6 Max. 16- inch Wood inch leg staples in diamond pattern Wood 1o. ch leg staple spaced finishing nail with min. 3/16- 43.3 spaced 16-inch o.c. o.c. and securing each panel panel inch head spaced lap 16-inch o.c. Approved Systems for 16-inch overhang with J-Channel Wall Connection Eave.Connection System Panel MDP No. Width Psfl '.. Substrate J-Channel Substrate : Panel Attachment Fascia Cap Attachment Attachment 16J- 1 Max. Wood Three ( 3) min. 3/4-inch x 1/4-inch crown staples in diamond pattern Wood 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 16- inch spaced 24-inch o.c. 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 Paqe 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. r CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix A Approved Systems for 24-inch overhang with F=Channel Wall Connection Center Connection Eave Connection System Panel MDP No. Width pso Substrate F-Channel Batten Panel Attachment Substrate Panel Attachment Fascia Cap AttachmentAttachment One (1) 18 ga.1/4-inch Nominal 1x2 crown x 1-inch leg Three (3) 18 ga.1/4- No.2 SYP to staple spaced 12-inch o.c. securing One (1) 18 ga. inch One (1) min. 1.75-inch x Max. inch crown x 1-inch anchored rafter with one each panel lap Wood inch crown x 1-inch 0.072-inch diameter finishing nail with min. 801-90 24F-1 12-inch Wood leg staples in diamond pattern min. 2.25- One (1) min. 1.75-inch leg spaced 8- 3/16-inch head spaced spaced 16-inch o.c. iinchx 7d ring nx 0.072-inch diameter inch o.c. 12-inch o.c. shank nail finishing nail with min. 24-inch o.c. 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 (18 ga. 1n4- One ( 1) min. 1.75-inch x Max. inch x 11 a. ganchored to each panel lap ppwn x 1-inch inchcrown0. 072-inch diameter 801 24F- 2 12- inch Wood smooth shank roofing nail spaced rafter with one 1) 7d x 2.25- One (1) min. 1.75-inch Wood leg staple spaced 8- finishing nail with min. 3/ 16-inch head spaced 76. 6 16- inch o.c. inch ring shank x 0.072-inch diameter inch o.c. 12- inch o.c. nail 24-inch o.c. finishing nail with min. 3/ 16-inch head spaced 4- inch o.c. One ( 1) 18 ga.1/4-inch crown x 1-inch leg Nominal 1x2 staple spaced No. 2 SYP 12-inch o.c. securing One (1) 18 ga. inch One ( 1) min. 1.75 inch x Max. One 1 14 g a. 5/8- anchored to each panel la pp inch crown x 1-inch 072- inch diameter 0.() 801 24F- 3 12-inch Masonry inch long T nail spaced 8-inch o.c. rafter with one 1) 7d x 2.25- One (1) min. 1.75-inch Wood leg staple spaced 8 finishing nail with min. 3/ 16-inch head spaced 76. 6 inch ring.shank x 0.072-inch diameter inch o.c. 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 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. 3", CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix A Approved Systems for 24-inch overhang with F-Channel ` Wall Connection Center Connection EaJe Connection System Panel.MDP No. Width ipsfl 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) min2.25- each panel lap Wood leg staple spaced 8- finishing nail with min. 80/-60 diamond pattern inch x ring inch o.c. and securing 3/16-inch head spaced spaced 16-inch o.c. ail shanknailOne ( 1) min. 1.75-inch each panel lap 16-inch o.c. 2 inch 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 3/16-inch head spaced 16- inch o.c. inch ring shank One (1) min. 1.75-inch each panel lap 16-inch o.c. nail 24-inch o.c. x 0.072-inch diameter finishing nail with min. 3/ 16-inch head spaced 4- inch o.c. ALC15001. 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. ay , CREEK TECHNICAL SERVICES, LLC No.2 SYP lock or spaced One (1) 18 ga. 1/4- Max. One (1) 14 ga. 5/8- anchored to 16-inch o.c. securing inch crown x 1-inch 24F-6 Masonry inch long T nail rafter with one each panel lap Wood leg staple spaced 8- 16-inch spaced 8-inch o.c. (1) 7d x 2.25- inch o.c. and securing inch ring shank One (1) min. 1.75-inch each panel lap nail 24-inch o.c. x 0.072-inch diameter finishing nail with min. 3/16-inch head spaced 4-inch o.c. ALUMINUM COILS, INC Soffits Appendix A one (1) min. 1.75-inch x 0.072-inch diameter finishing nail vvith min. +80/-60 3/16-inch head spaced 16-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. CREEKATECHNICALSERVICES, LLC ALUMINUM COILS, INC Soffits Appendix A Approved Systems for 24-inch overhang with J-Channel Wall Connection . Center_ Connection Eave Connection System Panel MDP No. Width pso Batten J-Channel Batten Panel Attachment Substrate Panei'Attachment' Fascia Cap." Attachments : 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 1) min. 2.25- staples in diamond batten or two (2) min. 2.25-inch x 7d One (1) min. 1.75- Wood leg staple spaced finishing nail with min. 3/16-inch head spaced 60 inch x 7d ring pattern spaced 16- ring shank nails toe- inch x 0.072-inch 8-inch o.c. 12-inch o.c. shank nail inch o.c. nailed on either side diameter finishing24-inch o.c. 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 through the rafter female lock or spaced 16-inch o.c. One (1) 18 ga.''/4 One (1) min. 1.75-inch anchored to ga.1/4-inch crown into the end of the securing each panel inch crown x 1-inch x 0.072-inch diameter 24J-2 Max. rafter with one x 1-inch leg batten or two (2) lap Wood leg acedlesstapleppfinishing nail with min. 53.3 16- inch 1) min. 2.25- staples in diamond min. 2.25-inch x 7d 8- inch o.c. and 3/16-inch head spaced inch x 7d ring pattern spaced 16- ring shank nails toe- One (1) min. 1.75- securing each panel 16-inch o.c. shank nail inch o.c. nailed on either side inch x 0.072-inch lap 24- inch o.c. 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 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 Wt;=' 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 mill, '!/8" head 'a:a, nail wiLh mill, 1df`. r u.ciagehYenr,(for nub.t:r:atpey ol:. m:Ln: ti:.091" al"'. "T l:ial:l, or, stub lrxi:l. wiUl't mi ri, 5j4^ 4?Il q{B 1wt1 41 T ty. r block t il, 'f t;.r l: <3i... f: E)1. P.i a.3 11l'G i:i:l nbova. FASCIA SLIP BOARD FASCIA TRIM SOFFIT (OVERHANG WIDTH VARIES) 12F-1 & 12F-3 F" CHANNEL or. Plock. yhall. STAPLE SOFFIT TO FASCIA BOARD #T50 3/8" X 3/8" STAPLE 16" O.C. T—P FASCIA LIP 1/4" AINTED. S,S. 1 5/4" 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 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. L SP7:.' CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail rr 3/ t.KTVVM 1i SOFFIT STAPLEOPENRAFTER1 DIAMOND PATTERN 3/4° x 1'/4M ICROWNSTAPLES 1 . DETAIL USING A DIAMOND. \'T stw isPATTERN .FACIA BOARD FASCIA CAP 12 F-2 3/4" X 1 /4" CROWNJTRIMNAILFACIA BOARD . iSTAPLEWONCENTER i-3/4" TRIM NAIL PINSCHANNELCANEPAINTEDS.S. 48' INS7ALLE0 FASCIA CAPWITH. THE O C NAILING FLANGE UP OR 3/4- X 1/4" DOWN CROWN STAPLE SOFFITS max. 1.2-inch span: WOOD Sf SUBSTRATE SOFFIT & EASCIA DETAIL ALC15001.2 FL12194-R5 Page 2 of 12 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC System No.. Installation Detail: OPEN RAFTER 1 4 12J-1 3/4" X 1/4" CROWN STAPLE "24- ON CENTER USING A DIAMOND PATTERN LCHANNELser wed soffit 1-3/4" TRIM NA1LJ with one.11) $8 x PAINTED S.S. d8 1/2" x. 3/8„ HeAd O,C. diameter screw, 15" e...c. SOFFIT —max, 12-inch span, WOOD OR BLOCK SUBSTRATE ALUMINUM COILS, INC Soffits Appendix B SOFFIT STAPLE DIAMOND PATTERN FACIA BOARD I 11 aie a[tve[r+j D ETAI L stew.cs AACIA CAP 3/4" X 1/4" CROWN 1-3/4' TRIM NAILSTAPLE "8" ON CENTER. PAINTED S.S. SOFFIT FACIA BOARD FASCIA CAP 3/4" X 1/4' CROWN STAPLE SOFFIT & FASCIA DETAIL ALC15001.2 FL12194-R5 Page 3 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 t }" TRIM NAZI FASCIA BOARD PARJTEU S.S. rr--FASCIA CAP SOFFIT 1"z" CROWN STAPLE OPEN RAFTER FASCIA BOARD i GA f6` i-NLIL 16F-1 SOFFIT & FASCIA 16F-5 DETAIL FASCIA CAP: REFER TO SOFFIT & FASCIA F' CHANNEL--""' HANNEL DETAIL SOFFIT; 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. gym: CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System NO. In Detail Min. 3/8," .Bead dia., nail with. ruin. 1!4" c!CicI ag etll eli t i0£". wood substrate) or rnii.n. 0>. 097" dia. T"-mail. or stub naill with min. 5/3en gacegierlt (for c(,ncrete, black substrate) ;. s ac 7 an--notaid above .. FASCIA SLIP BOARD FASCIA TRIM EEP SOFFIT ( OVERHANG WIDTH VARIES) F" 16 F-3 CHANNEL. I^ kJ•od, forteret,? o_" Block Wall STAPLE SOFFIT TO FASCIA BOARD #T50 3/ 8" X 3/8" STAPLE 16" O.C. FASCIA LIP 1 /4" fkT PAINTED S.S. 1, 3/4" TRIM NAIL MIN. 5 NAILS PER 12' PIECE SOFFIT & FASCIA DETAIL ALC 15001.2 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 Appendix B System No. Installation Detail SOFFIT STAPLEOPENRAFTER.' 3/4" X 1/4- i I DIAMOND PATTERN D ETAI LCROWNSTAPLESt` I .-- r USING A DIAMOND aie' rvEEx/ STAPLES- J PATTERN FACIA BOARD r FASCIA CAP 16 F-4 3/4" X 1/4` CROWN FACIA BOARD1-3/4" TRIM NAIL STAPLE "8" ON CENTER. 1-3/4" TRIM NAIL PAINTED S.S. F" CHANNEL CAN BE PAINTED S.S. 48" 'FASCIA CAPINSTALLEDWITHTHED.C. NAILING FLANGE UP' OR3,/4» X 1/4- DOWN CROWN STAPLE SOFFIT —max. 16-inc, span. WOOD SOFFIT SU13STRATE SOFFIT & FASCIA D ETAI L ALC15001.2 FL12194-R5 Page 6 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. LCREEKiATECHNICALSERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail- 1 i<" TRIM NAIL PAINTED S,S. i FASCIA BOARD FASCIA CAP SOFFIT 1"xj" CROWN STAPLE OPEN RAFTER FASCIA BOARD STAPLES SOFFIT & FASCIA USING A DIAMOND DETAIL 16F-Z & PATTERN; REFER TO SOFFIT STAPLE 16F-6 DIAMOND PATTERN DETAIL FASCIA CAP; REFER TO SOFFIT 6 FASCIA DETAIL 9 F" CHANNEL---'-" HANNEL SOFFIT; MAX. 16" 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. CREEKATECHNICALSERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail OPEN RAFTER 3/6; `, SOFFIT STAPLE 01ST DIAMOND PATTERN I I DETAIL1-3/0' FACIA 130ARD \ . BETWEEMI STAPcaS ti 3/4" X 1/4" CROWN STAPLE `24' JS.S. ON CENTER USING A DIAMOND PATTERN FASCIA CAP 16J-1 L—CHANNEL 3/4" X 1/4" CROWN1FACUh STAPLE "8" ON CENTER BOARD TRIM NAILPAINTEDPi-3/4' S.S. 48"' FASCIA CAPO.C; 3/4" X 1/4" CROWN STAPLESOFFIT-ma.x. 16-inch slaaii S 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. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail 1 TRIM NAIL ! FASCIA BOARD PAINTED t"r;" CROWNFASCIA STA i CAP USING A BIAMONO SOFFIT PATTERN; REFER TO I"*;- CROWN STAPLE - SOFFIT STAPLE IDIAMONDPATTERN DETAIL I I TRIM NAIL FASCIA NOAgOPAINTEDSS. SOFFIT & FASCIA DETAIL 24F-1 & 24F-4 I"ry" CROWN STAPLE FASCIA LAP; REFER TO SOFFIT b FASCIA DETAIL j Nominal SYP " Batten Anchored to SOFFIT; MAX, 24RaftersI I 3 F-CHANNEL Rafters with one id Ring Shank Nail at WOOD SUDSTRATE every Rafter SOFFIT STAPLE DIAMOND PATTERN ALC15001.2 FL12194-R5 Page 9 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 Appendix B System No. Installation Detail 1-;'' TRIM NAIL FASCIA BOARD PAINTED S.S. '. f-J- SMOOTH SHANK I ----FASCIA [AP ROOF NAILS SOFTLY i I"xj" CROWN STAPLE 1 TRIM NAILA FASCIA BOARDPAINTEDS.S. SOFFIT FASCIA 24F-2 & DETAILAIL 24F 5 t"q" CROWN STAPLE FASCIA CAP; REFER 10 SOFFIT E FASCIA DETAIL Nominal i"x2' SYP Batten Anc6ared tv SOFFIT; MAX. 2V F-CHANNEL. Rafters with one Id Ring Shank Nail at every Ratter WOOD SUBSTRATE ALC15001.2 FL12194-R5 Page 10 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?- TRIM NAIL FASCIA BOARD PAINTED S.5. 1c0.A i" T-NAILS CAPSOFFITFASCIA t" 4- EROWN STAPLE 1 1" TRIM NAIL FASCIA BOARD PAINTED S.S. SOFFIT &FASCIA DETAIL 24F-3 & 24 F-6 i"z° CROWN STAPLE FASCIA CAP; REFER TO SOFFIT L FASCIA DETAIL Nominal 1"a2" SYP Batten Anthored to SOFFIT; MAX, 24" F-CMANNEL Rafters with one 7d Ring Shank Nail at every Raffer MASONRY i ALC15001.2 FL12194-R5 Page 11 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. a CREEKALUMINUM COILS, INC Soffits TECHNICAL SERVICES, LLG Appendix B System No. Installation Detail.; 1 TRIM NAIL FASCIA BOARD PAINTED SS.• t xSTAPCROWNFASCIA CAP USING A DIAMOND - SOFFIT PATTERN; REFER TO I.. . CROWN STAPLE SOFFIT STAPLE CANTILEVERED DIAMOND PATTERN\ RAFTER DETAIL l` FASCIA BOARD SOFFIT & FASCIA 1 }"- TRIM NAIL PAINTED S.S. DETAIL. 24J- 1 & 1. 4.' CROWN STAPLE 24J- 2 FASCIA CAP; REFER f TOSOFFITSFASCIA. / DETAIL Nominal 1" x 2" SYP battens 8. scabbed between rafters and SOFFIT; MAX, 24" 3/8' CHANNEL secured with one (1) 7d ring ' shank nail straight-nailedthrough therafterIntotheendWOOD SUBSTRATE of the batten or two (2) 7d ` ring shank nails toe -nailed on either side of the baltern at the — battentraner 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 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. 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, 111, 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. V tt 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 FL12194-135 Page 1 of 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. r. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix C 20 16.9 19.8 22.9 26.3 30.0 33.8 37.9 42.2 46.8 25 16.9 19.8 22.9 26.3 30.0 33.8 37.9 42.2 46.8 30 16.9 19.8 22.9 26.3 30.0 33.8 37.9 42.2 46.8 4 40 18.3 21.5 24.9 28.6 32.5 36.7 41.2 45.9 50.8 50 19.5 22.9 26.5 30.5 34.7 39.1 43.9 48.9 54.1 Enclosed 60 20.5 24.0 27.8 32.0 36.4 41.1 46.0 51.3 56.8 Negative Loads) 20 20.8 24.4 28.3 32.5 37.0 41.7 46.8 52.1 57.8 25 20.8 24.4 28.3 32.5 37.0 41.7 46.8 52.1 57.8 30 20.8 24.4 28.3 32.5 37.0 41.7 46.8 52.1 57.8 5 40 22.6 26.5 30.7 35.3 40.1 45.3 50.8 56.6 62.7 50 24.1 28.2 32.8 37.6 42.8 48.3 54.1 60.3 66.8 60 1 -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 1 12.5 14.7 17.0 19.5 22.2 25.1 28.1 31.3 34.7 60 1 13.1 15.4 17.8 20.5 23.3 26.3 29.5 32.9 36.4 ALC15001.2 FL12194-R5 Page 2 of 4 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. A CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix C Desi n Wintl.Pressures for;5offifs in Bxposure C,, _ Building Mean Basic Wintl S' eed m h Type , Zone Roof 130 ' 140 150 160 170 180 190 200Heihtft 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 50 16.8 19.7 22.9 26.3 29.9 33.7 37.8 42.1 46.7 Enclosed 60 17.4 20.5 23.7 27.2 31.0 35.0 39.2 43.7 48.4 Positive Loads) 20 13.9 16.3 18.9 21.7 24.7 27.9 31.2 34.8 38.5 25 14.5 17.0 19.7 22.6 25.8 29.1 32.6 36.3 40.3 30 15.1 17.7 20.6 23.6 26.9 30.3 34.0 37.9 42.0 5 40 16.0 18.8 21.8 25.1 28.5 32.2 36.1 40.2 44.5 50 16.8 19.7 22.9 26.3 29.9 33.7 37.8 42.1 46.7 60 17.4 20.5 23.7 27.2 31.0 35.0 39.2 43.7 48.4 ALC15001.2 FL12194-R5 Page 3 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. v m CREEK I,`.. TECHNICAL SERVICES, LLC 4 Enclosed Negative Loads) 5 4 Enclosed Positive Loads) 5 ALUMINUM COILS, INC Soffits Appendix C 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 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 60 31.5 37.0 42.9 49.3 56.1 63.3 70.9 1 79.0 87.6 20 32.1 37.7 43.7 50.1 57.0 64.4 72.2 80.4 89.1 25 33.3 39.1 45.3 52.0 59.2 66.8 74.9 83.4 92.4 30 34.5 40.4 46.9 53.8 61.3 69.2 77.5 86.4 95.7 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 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 60 20.2 23.7 27.5 31.6 35.9 40.5 45.4 50.6 56.1 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 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 60 20.2 23.7 27.5 31.6 35.9 40.5 45.4 50.6 56.1 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" —]: 3/8" J-Channel 3 / 4" --- 1/8" HEM 7 3/4" 3/8" ISOMETRIC VIEW 3/8" PROFILE. ISOMETRIC 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 1/8" HEM 5 3/4" 1I4" 7/8„ 6"FASCIA 7" BLANK 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 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, L.LC 16" Q4 Soffit 0.771T1.P 0. 12, lYP 18"BLANK' 3 / a ;PROFILE. 2]'5' P--F ooao 00000 aaao fl flf]D 000a 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 4. TECHNICAL SERVICES, LLC 12" T4 Soffit 3 1/8" 5/16 3/4" ALUMINUM COILS, INC Soffits Appendix D 3 1/8" 1 7/8" I 3 1/8" 112" / 1/2" 112" , 1/2" 1/2" 1/8" 3/8" 13.75" BLANK 3/8" PROFILE 2.1-F REF 0. 2..5, TYP oao 000 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 BCIS Home ; Log In ; User Registration i Hot Topic i Submit Surcharge Stats & Facts ; Publications FBC Staff ? BCIS Site.Map Links Search j Product Approval p USER: Public User Product Approval Menu > Product or Aoolication Search > Application List > Application Detail 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 Ext200 rmetzOO1@tampabay.rr.com Robert Metz rmetz001@tampabay.rr.com Bob Metz REMCO of Pinellas 456 Avila Circle NE Saint Petersburg, FL 33703 727) 776-5261 rmetzOOI@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 W 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.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgse7mYBd2b3 K6... 9/7/2017 Florida Building Code Online Page 2 of 3 F9 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 7006.1 Cambridge, Cambridge HD and CRC Biltmore AR Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: Description Laminated architectural fiberglass asphalt shingle manufactured at IKO's Kankakee, IL; Hawkesbury, Ont.; Wilmington, DE; Sylacauga,AL and Toronto, Ont. plants Certification Agency Certificate FL7006 R9 C CAC FM Letter - ASTM d3161 letter - 4-15- 2015 .Ddf FL7006 R9 C CAC FM Letter - ASTM d3462 letter - 5 6 S5.pdf FL7006 R9 C CAC FM Letter - ASTM E 108 letter - 5 3 15 .Ddf 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 6SO34 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 .odfApprovedforuseoutsideHVHZ: Yes Impact Resistant: N/A FL7006 R9 C CAC FM Letter - ASTM d3462 letter - 5 6. 15.odfDesignPressure: 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 .Hio and Ridge Cal) Shingle Installation Instructions.l)df FL7006 R9 II IKO-133-02-01 Letter - Installation Instructions for FBC FL7006.odf Verified By: Duc T Nguyen PE 65034 Created by Independent Third Party: No Evaluation Reports Created by Independent Third Party: 7006.3 Edge Plus Asphalt Shingle One piece fiberglass asphalt shingle used as a starter strip atLeardtngtaeriStripthebottomofaroofsystemmanufacturedinBramptonand 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 .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 .Ddf Quality Assurance Contract Expiration Date 12/31/2020 Installation Instructions FL7006 R9 II IKO-133-02-01 Letter - Installation Instructions for FBC F1-7006.Ddf FL7006 R9 II Roofina- Prod ucts-Leadinq_Edge-Plus- AODlicaticn-EN(1).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://w",w.floridabuilding. org/pr/pr_app_dtl.aspx?pararn=wGEVXQwtDgse7mYBd2b3 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 d3161 letter - 4-15- 2015 .Ddf FL7006 R9 C CAC FM Letter - ASTM d3462 letter - 5 6 15.Ddf FL7006 R9 C CAC FM Letter - ASTM E 108 letter - 5 3 15 .Ddf Quality Assurance Contract Expiration Date 12/20/2020 Installation Instructions FL7006 R9 II IKO-133-02-01 Letter - Installation Instructions for FBC FL7006.1)df Verified By: Duc T Nguyen 65034 Created by Independent Third Party: No Evaluation Reports Created by Independent Third Party: 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), 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: Wr--aov Cre Safe http://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgse7mYBd2b3 K6... 9/7/2017 TM` r e17 TECHN0L001ES 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-HipandRidge12_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. f 7 Signed: Signed Brad GrzyboWski Managing Director Date: April 30, 2015 Date: Attachments: A) IKO Shingle Application Instructions - 3-Tab B) IKO Laminated Shingles Application Instructions C) IKO Hip and Ridge 12 Application Instructions D) IKO Leading Edge Plus Application Instructions IKO-133-02-01 Duc T ,? , uyen Florida RegisBred Professional Engineer P.E. Number: 65034 ril 30, 2015 PRI Construction Materials Technologies, LLC. 6412 Badger Drive Tampa, Fl- 33610 Tel: 81M21-57T7 Fax: 813-621-5840 e-mail: materialstesting@pricmt.com WebSite: hfp:/twww.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 (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 5-5/8". STEEP SLOPES I I'll, 1-11Z" 1, SEALING STWP 1118 NAILS .NAILS DO NOT NAIL INTO OR ABOVE THE SEALING STRIP PRI Construction Materials Technologies: LLC. 6412 Badger Drive Tampa, FL 33610 Tel: 813-621-5777 Fax: 813-621-5B40 e-mail: materialstesting@pricmt.com WebSite: http://www.pricmt.com 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". 6 3; NAILING - STEEP SLOPES APPLICATION Use. six nails as shoAgi. NAIL LINE _ PROPER APPLICATION REQUIRES THAT THE NAILS PENETRATE BOTH THE OVERLAY AND UNDERLAY PORTIONS OFTHE SHINGLE PRI Construction Materials Technologies, LLC. 6412 Badger Drive Tampa, FL 33610 Tel: 813-621-5777 Fax: 813-621-5840 e-mail: materialstesting@phcmt.com WebSite: http:/twow.phcmt.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 HIPAND RIDGE SHINGLES ONLY, AND SHOULD NOT BE USED FOR ANY OTHER APPLICATIONS. WE ASSUME NO RESPONSIBILITY FOR LEAKS OR DEFECTS RESULTING FROM POORAPPLICATION 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. 1 0 5M.) TAPER CUT PRI Construction Materials Technologies, LLC. 6412 Badger Drive Tampa, FL 33610 Tel: 813-621-5777 Fax: 813-621-5840 e-mail: materialstesting@pricmt.com WebSite: http:/t*ww.pricmt.com IKO Installation Instructions for Asphalt Shingles Page 5 of 5 IKO Leading Edge Plus Application Instructions ASTM D3161, Class F — IKO Leading Edge Plus) NOTE: THESE INSTRUCTIONS SHALL BE USED IN 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 13 1/4" (1000 mm x 336 mm) IKO Leading Edge Plus strip is perforated lengthwise for separation into two (2) shingles. Take one IKO Leading Edge Plus strip and fold flat at perforation to separate. 3. Take one of the separated shingles 39 3/8" x 6 5/8" (1000 mm x 168 mm) and remove approximately 20"(500 mm). Install this shingle on the lower left corner of the roof deck, granule side up, with the factory installed sealant adjacent to the eaves. The shingle should overhang the rake edge and eaves by a nominal 1/4" (6 mm) minimum. Fasten the shingle to the roof deck with nails located 3" to 4" (75 mm to 100 mm) from the eave edge and 1" (25 mm) in from each end. 4. Take the leftover 20" (500 mm) piece shingle. Rotate the piece and align it vertically up the rake edge with the factory installed sealant adjacent to the outer edge of the roof. The shingle should overhang the rake edge by a nominal 1/4" (6 mm) minimum. Fasten the shingle to the roof deck with fasteners located 3" to 4" (75 mm to 100 mm) from the rake edge and 1" (25 mm) in from each end. 5. Repeat Steps 3 — 4 for the right lower corner of the roof deck. NAILING: Use galvanized (zinc coated) roofing nails, 11 or 12 gauge, with at least 3/8" (9 mm) diameter heads, long enough to penetrate through plywood or 3/4" (20 mm) into boards. Use 4 nails per shingle placed 3" to 4" (75 mm to 100 mm) from the eave edge and approximately 1" and 13" (25 mm and 330 mm) in from each end. 6. Apply full-length IKO Leading Edge Plus shingles to the remaining eave edges of the roof deck. Install the shingles granule side up with the factory applied sealant adjacent to the eaves. The shingles should overhang the rake edge and eaves by a nominal 1/4" (6 mm) minimum. Fasten the shingles to the roof deck with nails located 3" to 4" (75 mm to 100 mm) from the eave edge, 4 nails per shingle. 7. Apply roof shingles as per the instructions printed on each product's package. Make certain the first course of field shingle lies flush with the edges of the fastened IKO Leading Edge Plus. In this way, the sealant on the IKO Leading Edge Plus shingles will adhere to the first -course field shingles and help keep them from lifting in high winds. PRI Construction Materials Technologies, LLC. 6412 Badger Drive Tampa, FL 33610 Tel: 813-621-5777 Fax: 813-621-5840 a -mail: materialstesting@pricmt.com WebSite: http:/Awm.pricmt.com R Florida Building Code Online Page 1 of 2 BCIS Home Log In User Registration ! Hot Topics Submit Surcharge Stats & Facts Publications ? FBC Staff BCIS Site Map ; Links Search a.Product Approval USER: Public Userd "b Product Approval Menu > Product or Application Search > Application List > Application Detail u a FL # FL2346-R5 v 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 Warrior Road Tuscaloosa, AL 35404 205) 553-1734 Ext 1024 Steven@WarriorP,00fing.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 indenendence.pcif 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. aspx?param=wGEVXQwtDgtOc8bnSknRps9... 9/7/2017 Florida Building Code Online Page 2 of 2 Documentation from approved Evaluation or Validation Entity = Yes = No N/A Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved Summary of Products FL Method 1 Option B 02/13/2015 02/13/2015 02/19/2015 M Back Neat 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), 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: Cn .diz C04d Safe, htt//www.floridabuildin .or / r/ r_a dtl.as x? aram=wGEVX NAtD tOc8bnSknR s9... 9/7/2017PggPPPP_ P P Q q P WARRIOR@ ROOFING MANUFACTURING P. O. BOX 40185 r TUSCALOOSA, AL 35404 a PHONE (205) 553-1734 a FAX (205) 553-1755 193 LEROY ANDERSON ROAD o MONROE, GA 30655 a PHONE (770) 207-0695 • FAX (770) 207-0775 323 DEVELOPMENT AVENUE + CHAMBERSBURG, PA 17201 • PHONE (717) 709-0323 • FAX (717) 709-0027 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 corner 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 bottom and overlap each subsequent length a minimum of two inches as you move up the valley to insure proper water 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, 1 CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION a w. 5 o ()0 Ili, Application No: ' f) Oct C' Documented Construction Value: S Historic District: Yes No Job Address: 3 ru ` Residential -Commercial Parcel ID: Alteration Repair Demo "Change of Use Move. Type " of Work: New Addition Description of Work: e IL : Title: Plan Review Contact Person: Fax: Email:_ Phone: Property Owner Information Phone: Name Resident of property? Street: cis„+7 r• Contractor Information Phone: L13,qL0s3 Name _% Fax: Street: % ` i L Q State License No.: City, State Zip.. Architect/Engineer Information Phone: Name: Fax: Street: E-mail: - City, St, Zip: - Mortgage Lender: Bonding Company: - - Address: Address: NOTICE OF CO UR WARNING TO OWNER: YOU R FAILURE TO RECORD A COMMENCEMENT NOTICEENOCF COMMENCEMENT MUSTO BE PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NSPECT N. IF YOU INTEND TO IN RECO RDED AND POSTED ON THE JOB SITE BEFORE THE FIRST BEFOTitE RECORDING YOUR NOTICE OF FINANCING, CONSULT WITH YOUR LENDER OR AN A TTORNE COMMENCEMENT. d lication is hereby made to obtain.a permit to do the work andillinstallations performedtomeet standardstof all laws regulating confy thatnoworkorstructis p'Ppplumbing,si ns, wells, pools, commencedpriortotheissuanceofapermitandthatallworkw P in this jurisdiction. I understand that a separate permit must be secured for electrical work, g furnaces, boilers, heaters, tanks, and air conditioners, etc. Edition (2014) Florida Building Code FBC 105:3 Shall be inscribed with the date of application and the code in effect as of that date: 5`" Permit Application, Revised: June 30, 2015 may be additional restrictions applicable to thistheremproperty that may be OTICE: In addition to the requirements of this e mayrnutbe additional permits requited from other governmental entities such as water und in the public records of this county, and tanagement districts, state agencies, or federal agencies. - of the requirements of Florida Lien Law, FS713. kcceptance of permit is verification that I will notify the owner of the property of the executed contract is required considered the estimated construction value of thee job the permit is issued, in TheCityofSanfordrequirespaymentofeplanand will tbe cons t the time of permit submittal" A copytime " in order to calculate a plan review charge ated charges figured off the executed contract exceed the actual construciton value, TheactualconstructionvaluewillbefiguredbasedonthecurrentICCValuatibn.Table in effect at accordancewithlocalordinance.' Sould 1 when the per issued. credit will be applied to permit 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 g to nature of Co o Agent _ Date ID ) 19 SignatureofOwnerlP.gent print contractor/Agent's-Name , Print Owner/Agent's Name O Date Sigpaturegf, rota-y-State fFlon Uclalr State of Florida Date iiVV `tU a 1P. ` = Commission # GG151707 SignatureofNotary2021October15, Contractor/ Agent is Fe sonally Known to lv e Owner/ Agent is personally Known to Me or - produced ID __ Type Produced ID . Type POD EEL• W IS FOR OFFICE SE ONLY Mechanical Plumbing[ Gas Roof Permits Required: Building Ele\trical Flood Zone: Occupancy Use: Construction Type # of Stories: S Ft of Bldg: Min. Occupancy Load: Total q Plumbing = # of Fixtures Neo Construction: Electric - # of Amps - Fire Alarm Permit: Yes No Fire Sprinkler Permit: Yes[] No 0# of He — UTILITIES: W ASTE WATER: AppRUVALS: ZONING: BUILDING: ENGINEERING: FIRE: COMMENTS: Permit Application AGREEMENT PAGE 1 3 1 of 1 4 JOB NAME: n W TDHAIvJ DATE: 6/21/2017-P$ESEIZVE PROPERTY OWNER OR HIS AGENT: DOCUMENT: ELECTRICAL CONTRACT REVISED PARK SQUARE ROMEO sPEc: LEVEL I— WITH CFL BULBS FUEL: GASIELECTRIC ADDRESS: 5200 VINELAND RD MARKET: ORLANDO CITY: ORLANDO s-rATE: FL CITY.: SANFORD STATE: FL WYNDHAI1'/l 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 to -kW HEAT 240V, 60A 6,992.00 5-TON AC 240V, 50A MADRONA 200A 2091 BAW HEAT 240V, 50A 5,740.00u 4-TON AC 240V, 40A MARGATE I) 200A 1966 8-kW HEAT 240V, 50A 5,455.00. 4 TOt,tAC 240V, 40A MELBOURNE 200A 2107 8AW 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 PEMBROOKE 200A 2570 10-kW HEAT 240V, 60A 6,281.00 5-TON AC 240V, 50A PENNSACOLA 200A 2570 10-kW HEAT 240V, 60A 6,616.00 5-TON AC 240V, 50A CONTRACTOR/OWNER: EDMONSON ELECTRIC: 1034 Skipper Road • Tampa, FL 3 DATE: u5 DATE: e:(813)910-3403 Fax'.(813)910-8546 + www.EdmonsonFlectric.com FLOttIDA LICENSE dl ECI1005408 CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION Appllcaflioo No: L -1 J 2 , 00(tywrap/(-, Documented Construction Value: $ Job Address: _ j , p /^ L1LL.- Historic District: Yes No Parcel 7®: Residential] CommercialnTypeofWork: New Addition Alteration Repair Dealo Change of fTse Move Description of Work: Plumbing new residential construction Plan Review Contact person: `4 Title: 407-323-7515 407-3J3-8954Phone; Fag: Email: mfo@api-orlando.com PrOPerty Owner Information Name ,S Phone: Street: Resident of property? . City, State Zip: Advantage Plumbing, Inc. Contractor Information NamePhone: 407-323-7515 Street: PO Box Fax: - - CSanford, FL 32772 City, State Zip: _ State License No.: ArchitectfEngineer informal Name: Phi Street: Fai City, St, Zip: E-n Bonding Company: Address: Mortgage Address: . WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMNMN CEMENT Y RESULT IN YUR PAYINGTWICE. FOR R"ROVEMENTS TO YOUR PROPERTY. A NOTICE O tEMENT MUSTBE RECORDEDANDPOSTEDONTHEJOBSITEBEFORETHEFIRSTINSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER COMMENCEMENT. OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF Application is hereby made to obtain a peraat to do the work and installations as indicated. I certify that no work or installation has commencedpriortotheissuanceofapermitandthatallworkwillbeperformedtomeetstandardsofalllawsregulatingconsttuctioncomin this jurisdiction. I understand that a separate permit must be secured for electrical work, Plumbing, signs, wells, pools, forances, boilers, heaters, tanks, and air conditioners, etc. FBC 105J Shah be inscribed with the date of application and the code in effect as of that date: 5` Edition (2014) p7ot{ds Building Code Revised: June 30, 2015 Permit AWHca6aa ,. 4,y1 NOTICE: In addition to the requirements of this perms , there may be additional restrictions applicable to this property that may befoundinthepublicrecordsofthiscounty, and there may be additional permits required from other governmental entities such as watermanagementdistricts, 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 requiredinordertocalculateaplanreviewchargeandwillbeconsideredtheestimatedconstructionvalueofthejobatthetimeofsubmittal. The actual construction value will be figured based on the current ICC 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 AFN DAVIT: I certify that all of the foregoing information Is accurate and that all work will be done in compliance with all applicable laws regulating cons rnctio nd zoning. IIISignatureofOwner/Agent Date Print Ovmer/Agent's Name Sigaatum of Notary -State of Florida IWeradith L WarnOe-Smith NOTARY PUBLIC c. STATE OF FLORIDA Cornrno GG136869 a Expires 8/2112021 Owner/Agent is _X_ Personally Known to Me or Produced ID Type of ID Signature Of Coaftwor/Agent Date / f A Thomas Smith Name _ 5J4 n.s ;... Date r>f tf)<JA O VC31HO IJ -40 31V16 onand AHV10N ". OWS' V< M 1 Oman Contractor/Agent is X Personally Known to Me or Produced ID Type of ID BELOW IS. FOR OFFICE USE ONLY Permits Required: Building [] Electrical Mechanical Plumbing0 Gas El Roof El Construction Type: Occupancy Use: Flood Zone: Total Sq Ft of Bldg: Min. Occupancy Load: # of Stories: New Constructionm: Electric - # of Amps Plumbing - # of Fixtures Fire Sprinkler Permit: Yes No # of Heads Fire Alarm Permit: Yes No APPROVALS: ZONING: UTILIMS: WASTE WATER: ENGINEERING: FIRE: BUILDING: COMMENTS: Revised: June 30, 2015 Permit Application Advantage 'Plurribing, Inc. Page No.1 r® ®' of 1 Page(s) uLiflua.Qu IV. Phone: Name: Park Square Homes Date: 5-25-17 Job Name: Madrona; Wyndham Preserve; REVISED5200VinelandRoad, #200 Orlando, FL 32811 We hereby submff specifications and estrmafes for 3 Water Closets, Sterling per spec, elongated. 4 Lavatories, owner provided. 1 Kitchen Sink, owner provided. 2 Tubs, Sterling PerForma. 1 Hot Water Heater, Bradford White electric, 50 gallon, with stand. 1 Shower with vinyl pan. 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. 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 ofFour -thousand five hundred twenty dollars 4;520.00 with payment to be made as follows: in; 30% upon completion of All material is guaranteed to be as specified. All work to be completed in a workmanlike manner according to standardpractices. 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 ADVANTAGEPL UMBINGQCFL. RR.COM COUNTY OF SEMINOLE IMPACT FEE- STATEMENT STATEMENT NUMBER: 17100007 DATE: October 06, 2017 BUILDING APPLICATION #: 17-100007.35 BUILDING PERMIT NUMBER: 17-10000735 UNIT ADDRESS:NIGHT HERON DR 3.789 17-20-31-502-0000-2180 TRAFFIC ZONE:022 JURISDICTION: SEC: TWP: RNG: SUF: PARCEL: SUBDIVISION: TRACT: r 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 TYPE USE: WORK DESCRIPTION: CITY-SANFORD SPECIAL NOTES: 3789 NIGHT HERON DR / LOT 218 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 1.000 dwl unit 705.00 ROADS -COLLECTORS. N/A Single Family Housing .00 1.000 dwl unit 00 FIRE RESCUE N/A 00 LIBRARY CO -WIDE ORD Single Family Housing 54.00 SCHOOLS 1.000 dwl unit 54.00 CO -WIDE ORD Single Family Housing 5,000.00 1.000 dw1 unit 5,000.00 PARKS N/A 00 LAW. ENFORCE N/A 00 DRAINAGE N/A 00 AMOUNT DUE 5,759,00 STATEMENT L-t4 J fRECEIVEDBY: ' ` SIGNATURE: PLEASE PRINT NAME) DATE: )t ZJ /% 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 TOP 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. 112111101.final 11112t 111111II-f11,3111µ11111111 i;fINT P1r LOYf 8Et11HOLE COUNTY. CLERK OF CIRCUIT COURT & CONPTROLLER BK 9017 P3 1.565 (1Pss) CLERK'S s 2017111095 RECORDED 11/C12/2017 02,40.21 Ph RECORDING FEES $1.0.00 RECORDED BY hdevore THIS INSTRUMENT PREPARED BY: Name: Michelle Brana ' Address: 5200 Vineland Road°Suite 200 Orlando, Florida 32811 NOTICE OF COMMENCE ENT Permit Number: Parcel ID Number: Z Z `2o 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 isprovided in this Notice of Commencement. 1. DESCRIPTION OF PROPERTY: (Legal description of the property and street address,,``'f ilable) Lot `L/Sava Wyndham Preserve Plat Book 81 / Pages 93-102 3 89 N1eh - fkrah br,Sanford, 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 3281.1 Interest in property: Fee Simple Fee Simple Title Holder (if other than owner listed above) Name: Address: 1 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 1 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. Vishaal Gupta, Executive Vice President Signature of Owner or Lesse , or ner's or Lessee's (Print Name and Provide Signatory's Title/Office) Authorized Officer/Direclor/Partrier/Manager) State of 2o a. County of The foregoing int7i me n(t was acknowled ed before me this day of bV , 20 by " Who is personally known tome OR Name of person making statemffit who has produced identification type of Identification produced: ARUNA BALA GOEL MY COMMISSION #FF154106 oF i` EXPIRES December 14, 2018 407) 398-0153 FloridallotaryService.com DESCRIPTION AS FURNISHED: Lot 218, WYNDHAM PRESERVE, as' recorded in Plot Book 81, Pages 93 through 102 of the Public Records of Seminole County, Florida. BOUNDARY FOR/CERTIFIED TO: Park Square Enterprises, LLC (a Delaware Corporation); Winderweedle, Haines, Ward & Woodman, PA; Attorneys' Title Insurance Fund; Bank of America LOT 181 S 00°16'57" E 77.50' 24.60' 24.80' 26.7' LOT 218 19 Tom ti1 G 13,319 25.02j 21' aQ I Y y117.0' Cj a W O Q FORMBOARD FOUNDATION COTOPOFFORMS >= 27.80' CO LOT 217 ,4 L6 ro a2• 15.3' F2• I',1 7.0' 13.3 25.05i 1'.a M11 F roFd• _ , 7.50' 19.3' 1 25.20' 25.20' / 10, UTIL D=90°02'12" 25• ESMT. R=25.00' L=39.29' B.B.)S 00°1657" E C=35.37' 52.56, CB=N 45°16'03" W SETBACKS AS FURNISHED ,y7 1? SEARIDE - 5' (40' LOT) 7.5' (60' LOT) EDT, NIGHT HERON DRIVESIDESTREETT = 25' (60" & 75' LOT,`- 15' (40' LOT) (50' PRIVATE ROAD) 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 8,753 # SQUARE FEET PROPOSED - FINSHED SPOT GRADE ELEVATIONS FIATWORK ON/OFF LOT = TOTAL # SQUARE FEET FLATWORK - PER DRAINAGE PLANS G DRIVE 403/ 110- 513 # SQUAB£ FEET FOUNDATION/PAD Z484 # SQUARE FEET LOT -GRADING TYPE A = PROPOSED RALNAGE FLOW 5 o SODWALKS 5,616/ 1,082- 6,698 t SQUARE FEET FRONT PPORCH DECKATIO 164 # SQUARE FEET PROPOSED F.F. PER PLANS - 27.T Q POOL DECK N/A SQUARE FEET NOTE- FRONT SIDEWALK AND STREET LOCATION TAKEN FROM PUNS PROVIDED BY CLIENT •NOT FIELD VERIFIED ' CRUSENMEYER-SCOTT & ASSOC., INC. - LAND SURVEYORS LEGEN - LEGEND - PRINT Ox LIM 5400 E COLONIAL DR. ORLANDO, FL. 32807 (407)-277-3232 FAX (407)-658-1436 PLAT PDL FIELD TY . = Y PICALIP. • DAN PIP[ RL = DIN! @' RCVERSE ¢IRVATUPE 1. THE UNDERSIGNED DOES HEREBY CERTIFY THAT MIS SMV MEETS THE SLWDARDS OF PRACTICE SET FORM BY ME FLORIN SOn OF IY -IRON ROn PLL POIM OF CWDIPID CURVATUK PItOfESSlONAL . ANO MMPFIfS NJ CFUPRR S1-17 FLORIN MNSttSTR,1iTVE CODE PUPS UMT TO =JON 472.027. FLORIN STATUES CH + CQCREtt xOWHEx! PAn. = MDIAL iCi La. - • 1R ./BLB 4596 NR NDNTMESS•tAL 2. UNUM EMBOssm NTM SURVEYORS SP"TURE NN ORIGRNL RAISED SEA(. THIS SUFNEY WP OR COPIE$ ANE N07 VALW. FCC. RE[UVERED VP. V[ PODR 1 TWS SURVEY WAS PREPARED FROM DTIF WD.RMADOH FiFRHLSFFED TO THE SURVEYOR. ]HERE MAY Be 0 RESIRInws P.D.B. = PDIHt Di 6ELIN8xG GLG GIAATED OR EASEMENTS THAT A7TLOT " PROPERTY. P.O.L. • PDINi DF COMNFNCENCNi PRH PERMANENT 0.EFEP[NDE UNENT i. NO UNDERGROUND IMPROVEM6NIS WtK BEEN LOUTED UNlES^ 0- SHOWN. lix0 - NniIED TSK FF. •,FIxISxE FLOG0. ELEVATION 3. MLS SURVEI IS PREPARED fDA ME SOfE BENEFlT OF !HOSE CERIIFTED TO AND SHg1tD NOT BE RELIED UPON DY ANY OMER ENDtt. D,SL BUILDING TsDoLIxE V - R_T-0 -vAr BN. •.BENC>WRK 6. MMENSIONS SHOWN FOR THE LoOATIOm OF LMPROVEMEFRS HEREON SHOULD NOT BE USED TO RECONSTRUCT BWNNRY IJNES. EE1 = EASEMENT &B. MSE 8EARINL ° 7. BEAM , ORE 8ASE0 ASSULED NNM AND ON ME UW SHOWN M 849E BEARING (9.8.) RAINAGE 8. EIEVARON$ v SHOWN, ARE & 6 ON NATIENgL GEODETIC VFRIILU. NRFM OF 1B2, UMFSS OMERtHSE NOTED. eUTILITYR. CERTMNTE DF ALI H ZATAIN Na 4"1, ML . = C_ LINK FENCE MJFC_ = V D FENCE •, C/ 8 - CONCRETE - SCALE !-- 1• ` 20' DRAWN ST. P. G POINT DI' CURVATURE PRINT OF TANGENCY CERTIFIED BY: DATE ORDER No. I£ SC, = DESCPIPTIDN-..._.-........ R - nwc]ieNaM PLOT PLAN 09-29-2C17 4274-17 p = nEITn FORMBOARD FOUNDANON/ELEVS. 12-07-17 554t-T7 B • ul c BEAa1Nc NORTH - LDNG\ PROPERTY DOES NOT UE WITHIN -- • HIS9vl174E ESTA9LISHED 100 YEAR FLOOD PLANE AS PER FIRM- TO RSCOTT R. 4714 R. L. 5. 1 JAMES 1Y. COTT, R. S 4801 TON'_' 1• MAP %' 12717C0090 F (09-28-07) LINIVERSAL Consultants In: Geotechnical Engineering - Environmental Sciences W ENGINEERING SCIENCES Geophysical Services - Construction Materials Testing - Threshold Inspection Building Inspection - Plan Review - Building Code Administration 32 Maggie Blvd, Orlando, 32811 - P: 407.423.0504 - F: 407.423.3106 UES Project No: 0110.1700817.0000 Workorder No: 9349167-1 Report Date: 12/28/2017 r7 aP33 In - Place DensitTest Report Client: a, r3 UESechnician: Carlos Planas 5200 Vineland Road, Suite 200 „ Orlando, FL 32811Date Tested: 12/28/2017 Project: Wyndham Preserve, House Lot T Area Tested: Residential building. lot # 218 3789 Night Hei Type of Test. Material: Fill' field: ASTM' D-2937 Drive Cylinder Method Reference Datum: 0 = Bottom of Foundation Laboratory: ASTM'D1557 Modified Proctor The tests below meet the minimum. 95% relative soil compaction requirement of Laboratory Proctor maximum dry density- Test No. Location of Test Range aximum Density Fcf)' ptimum Moisture Field D rl/' Density pef) Field Moisture 1% 1 Soil Compaction 1 Fill Depth inch) Pass or Fail 1 East side footing, approximate 1-2 ft 106.8 10.6 106.3 8.8 100 N/A Pas: center area 2 North side footing, approximate 0-1 ft 106.8 1`0.6 101.0 6.0 95 N/A Pas: center area 3 West side footing, approximate 1-2 ft 106.8 106 107:7 11.1 101 N/A Pas: center area 4 TOF - Northeast area of pad 1_2 ft 106.8' 10.6 106.7 10.8 100 N/A Pas: 5 TOF - Southwest area of pad 2-3 ft 106.8 10.6 107.7 11.8 101 ' N/A Pas: H,n G..I./;n —4 --h— all --Fe —4 —.ti--- ice #;—