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Home My WebLink About108 Skogen CtRECEIVED N:0 '9 2010 CITY OF SANFORD BUILDING & FIRE PREVENTION., PERMIT APPLICATION Application No: a` D' : umented Construction Value: $ 21 j y iNf` w D Job Address: 5(q,O %,-_ vj Historic District: Yes No- 40 l 1v. Parcel ID: Zoning: description `of Work:1 O`O'AA iZ. Plan Review Contact Person: Title: Fax: E=mail: 1M1IC=LS Cri . o P pe:rty-Owner information Name V L--. `Mr A— L C Phone: 4(ro7 Street: TC4 S2O N }'z ( Resident of property : Xtrs City,State Zip: S , Confractor 'Information Name Phone: Street:,` Fax: 1 City, State Zip: - State,License No.: Name: Street: City, St, Zip: Bonding Company: Address: Architect/Engineer Infor ation Phone: e, PERMIT INFORMATION Building Permit( Square -Footage: 0 g Construction Type: No. of Stories: No. of Dwelling Units: Flood Zone: 'A Csle_ o,.c," d Electrical, Plumbing ' N New Slrvice;-.No. of AMPS: New Construction - No. of Fixtures: MeehVC) Duct layout required for new systems) Fire Sprinkler/Alarm No. of heads: C)q Application is hereby made to obtain a permit .to, do the work and installations as indicated. 'I ceriify 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. 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. 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. 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. A copy of the executed contract is required in order to calculate a plan review charge.:' If the executed contract is not submitted, we reserve the right to calculate the plan review fee based on past ;permit activity levels. Should calculated charges exceed the documented construction value when the executed contract is submitted, credit will be' applied to your permit fees when the permit is released. Signature of weer/Agent Date Print Owner/Agent's Name OLV.e% //, Signature of Notary -State of Florida Date Signature of Contractor/Agent Date Print Contractor/Agent's Name Signature of Notary -State of Florida Date 1)EBBIE 1 gNT®N MY COMMISSION DD629096 z EXPIRE c r t y 7y 2C1I Owner/Agent is Personally Known to Me or Contractor/Agent- is Personally Known to Me or Produced ID Type of ID L4(p 3 ; L Produced ID Type of ID APPROVALS: ZONING: fJUl 4 /1-+110 UTILITIES: WASTE WATER: ENGINES 11. o , iy FIRE: BUILDING: 3. COMMENTS: 6-. Rev 11.08 City of Sanford Planning and Development Services is Engineering - Floodplain Management Flood Zone Determination Request Form Name: P Firm: Address: City: State: Zip Code: Phone: Fax: Email: Property Address: IS1C Property Owner: u — V-L S Parcel identification Number: 1 Q • ,Q . s(D c( • OOOO O 1 S C7 Phone Number: 40-7 • 2 3- 4 SS(a Email: ke l s@ z 1• c e- Co The reason for the flood plain determination is: New structure Existing Structure (pre-2007 FIRM adoption) Expansion/Addition Existing Structure (post 2007 FIRM adoption) Pre 2007 FIRM adoption = finished floor elevation 12" above BFE Post 2007 FIRM adoption = finished floor elevation 24" above BFE (Ordinance 4076) FFI.CI'A US ®NLl(fik,..* Flood Zone: ' Base Flood Elevation: y' ` Datum: ' ^(Gyp FIRM Panel Number: r 2'J 24 y d o G S Map Date: ej •`28 .07 The referenced flood Insurance Rate Map indicates the following: The parcel is in the: floodplain floodway 13 P & 11- 7-7G A portion of the parcel is in the: floodplain floodway Giofe,%e- 01LJ ti. The parcel is not in the: fl odplain floodway IK 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 av ilable information used to determine the base flood elevation is: K (3 ,••. %S ae%; ..o. e k- o, s ea r. z c1 Se.,. „, o ( i-e t, 1 a ( . v • a l s t,,,n ;Weer r n 4 r- Reviewed b : Date: T:\ Engr-Files\Elevation Certificate\Flood Zone Determination Request Form.doc rJokt'. ( Zzvtsk. Survey 47 I;itranetix Viewer [12117C0065F.png] Page 1 of 1 Scale 98 %® LOMC:l 07 04 6109A-120416, ® pi'1-0k. http://map l .msc.fema.gov/idms/IntraV iew.cgi?ROT=O&O_X=8774&O_Y=3 857&O_Z... 11 / 10/2010 I;itranetix Viewer [12117C0065F.png] Page 1 of 1 http://map l .msc.fema.gov/idms/IntraView.cgi?ROT=O&O_X=8774&O_Y=3857&O_Z... 11/10/2010 Intranetix Viewer [12117CO065F.png] Page 1 of 1 j & ft FEMA s.» your FIRMette e l rl COQUINA. re.i AVE o p E r CTLONEX \ a ZONE A` rim ij on• ZONE'iq CT ZONE X' luQIL 0R[i L 1,. llf-v 'ORT 57 jp 91 Q c. DORC4AWR so —.ZONE -X - l;FITK /' rrrrrltrr9tr•u X __"' ;"i, kl— wwv inr (. P[ ! t P114F cza N 1 rA A8IENA r a ,Fc0 cam' LNGAWAYORWai 4Y u IN ` vu Rllu NE'AE L rr1 (hurt:,'` rkE +, a q a Y .+R >, Z_ONEAE,UJ ZONE A RA ZONE Ate— ZONE AE ZONE AE EL521 106 S cS< C:(Z:- SCALE 1" - 1000' EM t. Mo I. M FEET PANEL 00" F 1.1 \ 11/ FLOOD NMRANCE RATE MAP SEMINOLE COUNTY, FLORIDA AND INCORPORATED AREAS PANEL 65 OF 3W SEE MAP INDEX FOR FIRM PANEL LAYOUT) 4aMrNra COMMUMyy WV5f PAWL SUFM tArt MleMV Cary (A [Jtr S)2 . SAK9R0 r tYOF :C1tGn Y65 F pMOLE f- 4MfV '?.Y2lB O]t'A Gmx« rn ems.. r+y wP w.r. ,r., «... +•ew c. ,,..a PTEMBER MAPNUMBER 12117CO065F MAP REVISED 28, 2007 Federal EmerEeaey % taaaEealear.%geaey w an nlnur copy as poTan tY tFa aoote ratermcea FrMO map n a+ttractatl 1. t yM u— F-MIT On-lM+a TMa map .,A.--tlPaa ndreharge. amenaPwaa ch mM Fate tram maato the dMe on tFe t Nack Fy tM IaNat {vP icl nYormNlon aCatlt Nrarl Flaeq I uranca tgnm Good I. W HNCF tro FEMA Fl— Map 5tpra N'WXN nNc Farla.t>m a http://mapl. msc. fema.gov/idms/IntraView.cgi?ROT=O&O X=7100&O_Y=5075&O_ZM=0.093793&O_SX=1331&O_SY=9... 11/10/2010 Custom PV ` d G £ ftix Homes,B f iu. k. Braun Inc. rx Lic.#CRC 035319 Proposal Garage Addition For Beuford and Jean Mikels 108 Skogen Court Sanford, Florida Description & Pricing 1) 703 sq. ft. proposed garage as per Plan designed by JHR Consultants Inc. 28.00 per sq. ft x 703 = $19,684.00 Electrical by owner, door by owner 2.) Drywall on ceiling 703 sq. ft. 700.00 All painting by owner; no stucco included 3.) 4 Loads fill dirt 600.00 4.) 6 hours Bobcat work 360.00 5.) Compaction Test (if needed) 150.00 21,494.-00 Thank you for the opportunity to bid on your new addition. 35>6 Model Center e805 Saxon Blvd.® Deltona, FL 32725® Bus: (386) 574-4734® Fax: (386) 574-8972 f F, OWNER BUILDER STATEMENT/AFFIDAVIT Altamonte Springs, Cassel berry,., Lake Mary, LonigWood, Oviedo, Sanford, Seminole County, Winter, Springs I Florida Statutes are quoted here in part for your information to indicate the authority for exemptions for homeowners from qualifying as contractors and to express any applicable restrictions and responsibilities. OWNERS MUST PERSONALLY APPEAR AT THE BUILDING DIVISION TO SIGN THIS DOCUMENT BY SIGNING THIS STATEMENT, I ATTEST THAT: (Initial to the left of each statement) I understand that state law requires construction to be done by a licensed contractor and have applied tOr an owner -builder permit under an exemption from the law. The exemption specifies that 1, as the owner ofI the property listed, may act as my own contractor with certain r estrictions -even though I do not have a - N license. I understand that building permits are not required to be signed -by a property owner unless he or she is responsible for the con i struction and is not I hiring a licensed contractor to assume responsibility. I understand that, as. an owner -builder, I am, the responsible party of record on a permit. I understand that II . . contractor and having the permit filedalicensedmayprotectmyselffrompotentialfinancfal'ri sk by hiring in his or her name instead of my own name. I also understand that a'contiactor, is required by law to be licensed in Florida and to list his or her license numbers on all permit and contracts. ily residence or a farm outbuilding. IIunderstandthatImaybuildorimproveaone -family or two-familyI may also build, or improve a commercial building if the costs do not exceed $75,000.The building or residence must be for my own use or occupancy. It may not be built or substantially improved for sale or elf is sold or leased withinlease. If a building or residence that I have built or substantially improved myself in I year after the construction is complete, the law will presume that I built or substantially improved it for sale or lease, which violates this exemption. I understand that, as the owner- ui er,. supervisionmustprovidedirect, onsi e supeisiQconstruction; I understand that I may not hire an unlicensed individual person to act as my contractor onto supervise persons working on my building or residence. It is my I responsibility to ensure that the persons whom I employ have the licenses, required by law and by city ordinance. I understand that it is a frequent practice of unlicensed persons to have the property owner obtain an owner -builder permit that erroneously implies that the property owner is providing his or her own labor and materials. 1, as an owner -builder, may be held liable and subjected to serious financial risk for. any injuries sustained by an unlicensed person or his or her, employees while working on my property. My homeowner's insurance may not provide coverage for those injuries. I am wil.Ifully acting as an owner - builder and am aware of the limits of my insurance coverage for injuries to workers on my,property. I understand that I may not delegate. the responsibility for supervising work to, a licensed contractor who is not licensed to,: perform the work being done. Any., person working on my building who Is not licensed must work under my direct supervision and must be employed by me, which means that I must comply with laws requiring the withholding of federal income tax and social security contributions under the Federal Insurance Contributions Act (FICA) and must provide workers' compensation for the employee. I understand that my failure to follow these laws may subject me to serious financial risk. Rev. 9.14.2009 N J I agree that, as the party legally and financially responsible for this proposed construction activity, I will abide by all applicable laws and "requirements that govern owner -builders as well as employers. I also understand that the construction must comply with all applicable laws, ordinances, building codes, and zoning regulations. I am of aware of construction practices and I have access to the Florida Building Codes. I understand that I may obtain more information regarding my obligations as an employer from the Internal Revenue Service, the United States Small Business Administration, the Florida Department of Financial Services, and the Florida Department of IRevenue. I also understand that I may contact the Florida Construction Industry Licensing Board at 1-850-487-1395 or, at www.Lnyflorida.com/dbpr/pro/cilb/ for more information about licensed contractors. I am aware of, and consent to, an owner -builder building permit applied for in my name and understand that I am the party legally and financially responsible for the proposed construction activity at the address listed below. Xk I agree to notify the building department immediately of any additions, deletions, or changes to any of the information that I have provided on this disclosure or in the permit application package. Licensed contractors are regulated by laws designed to protect the public. If you contract with a person who does not have a license, the Construction Industry Licensing Board, the Department of Business and Professional Regulation and the building department may be unable to assist you with any financial loss that you sustain as a result of a complaint. Your only remedy against an unlicensed contractor may be in civil court. It is also important for you to understand that, if an unlicensed contractor or employee of an individual or firm is injured while working on your property, you may be held liable for damages. If you obtain an owner -builder permit and wish to hire a licensed contractor, you will be responsible for verifying whether the contractor is property licensed and the status of the contractor's workers' compensation coverage. , operty Address: do. hereby state that I am qualified ncapable of erformin the re uested construction involved with the permit application filed and agree to theperformingq conditions specified above. Signature o'I Owner -Builder Form of Identification Must be Photo ID) Date A violation of this exemption is a misdemeanor of the first degree punishable by a term of imprisonment not exceeding 1 year and a $1,000.00 fine in addition to any civil penalties. In addition, the local permitting jurisdiction shall withhold final approval, revoke the permit, or pursue any action or remedy for unlicensed activity against the owner and any person performing work that requires licensure under the permit issued. Rev. 9.14.2009 l lolly 11111111111110111 u> uiltiiei iule lltil i i 113i 1121 THIS IN.STRUIVENT PREPARE© BY: Name\ j -Czkb L •)M>>-X-),3 5'AA)j=0 G-2- 3'a -)'7 ) State of Florida MARYANNE NORSE, CLERK OF CIRCUIT COURT SEMINOLE COtJITY PK 07473 Fg 088e; tlpg) CLERK'S # 2010127981 RECORDED 11/03/2010 01:53:37 phi RECORDING FEES 10.00 RECORDED BY J Eckenroth(all) NOTICE OF COMMENCEMENT Permit Number Parcel ID Number (PID) The undersigned hereby gives notice that improvement will be made to certain real property, and: in accordance with Chapter 713, Florida Statutes, the following information is provided in this Notice of Commencement. DESCRIPTION OF PROPERTY (Legal description of the property and street address if available) 19' GK 30 14).% FT S or NW CIOR 1-0'r 6 Qj, (Q0 t ( 33. vt,5 to - -1,6Cr r -TZ) %6- Ion S '6&1r 'pCT GENERAL DESCRIPTION OF IMPROVEMENT C tD tt A-1iV1"T1QAj To ISIAR •?L OWNER INFORMATION Name and address: ) o` 5/'tp,-1,1 J G f2 r Name and address of Fee Simple Title Holder (if other than owner) CONTRACTOR Name and address: G-7 Persons within the State of Florida Designated by Owner upon whom notice or other documents may be served as provided by Section 713.130)(b), Fiorida'5tatutes. Name and address: In addition to himself, Owner Designates of To receive a copy of the Lienor's Notice as Provided in Section 713.13(1)(b), Florida Statutes. Expiration Date of Notice of Commencement: The expiration date" is 1 year from date of recording unless a different date is specified. WARNING TO OWNER: ANY PAYMENTS MADE BY THE OWNER AFTER THE EXPIRATION OF THE NOTICE OF COMMENCEMENT ARE CONSIDERED IMPROPER PAYMENTS, UNDER CHAPTER 713, PART I, SECTION 713.13, FLORIDA STATUTES, AND CAN RESULT IN YOUR PAYING TWICE FOR IMPROVMENTS 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. STATE OF COUNTY OF c f N b C 44 VY)IKE:L,-, OWNERS SIGNATURE OWNERS PRINTED NAME NOTE: Per Florida Statute 713.13(1) (g), owner must sign...... and no one else may be permitted to sign in his or her stead." The foregoing instrument was acknowledged before me this day of &at< C , 20 O by E 1!5 F-0 P—b R1 1< Who is personally known to me Name of person making statement OR who has produced identification type of identification produced ls VERIFICATION PURSUANT TO SECTION 92.525, FLORIDA STATUTES. UNDER PENALTIES OF PERJURY, I DECLARE THAT I HAVE READ THE FOREGOING AND THAT THE FACTS STATED IN IT E TRUE TO THE BEST/OF' MY KNOWLEDGE AND BELIEF. SIGNMFURE OF NATURAL PERSON SIGNING ABOVE iYcy3 NICHOLA EARLE Commission DD 71347.4 Q ` Expires Sep err er ; a p„ Bonded Thru Troy Fain Insurance 500-385-7019 Signature Seminole. County Property Appraiser Get Information by Parcel Number h Page 1 of 2 I IP,AIRq El 91At d TRACT F: 358? 8 GOAVIDJcHmsoN..aFA, ASA PRUPE T- Y— 3 35C SEMIN OLEE CO UNTY,FL. SANFORD, FL SA, 16 17 18 13 22 3 7 407-865=7506 VALUE=SUMMARY VALUES 201'1 2010 Working Certified Value,Mettiod Cost/Market Cost/MarketGENERAL Number of Buildings 1Parcefid: 33-19-30-504-0000-0150 Depreciated Bldg, Value 81,707 86,885Owner: MIKELS BEUFORD L & JEAN G Depreciated EXFT°Value 5;6,73 5,785Mailing, Address: 108 SKOGEN CT Land Value (Market) 25,000 25 000City,State,Zipcode: SANFORD FL32771 land Value Ag so - 0, PropertyAddress: 108 SKOGEN CT,SANFORD 32771 Just/Market Value 1'2;380 11,7,670SubdivisionName: UPPLAND PARK Tax District: S17SANFORD Portablity Adl 0 0 Save Our Homes Adj 10,386 18,357Exemptions: 00-HOMESTEAD (1994) Dor: 01-SINGLE FAMILY Amendment-1 Adj 0 0 Assesse&Vaiue (SOH) 101',994 99,313 Tax Estimator P.ortabilitV Calculator ` 2011 TAXABLE` VALUE WORKING ESTIMATE Taxing Authority Assessment Value Exempt Values Taxable`Value County General Fund 101,994 101,994 0 Amendment 1 adjustment is not applicable to school assessment)' ` Schools 101,994 01',994 0 City Sanford 101,994 101,994 0 SJWM(Saint Johns Water Management),, 101,994 101`,094 0 County Bonds 101;994 101,994 so Potential Portability Amounf:is $10,366 The taxable values and taxes, are. calculated -using the current•years working values and,the.ppor years approved millage rates. 2016.. VALUE SUMMARY SALES Taz Amount (without,SOH): ,' $0 Deed Date Book "Page Amount Vac/Imp Qualified 2010 Tax Bill Amount:' $0 WARRANTY DEED 01 /1976 01092 1522 $28,900 Improved Yes Save Our Homes (SOH) Savinasr $0: Find Comparable Sales within this Subdivision 2010 Certified TaxableValue and Taxes DOES NOT INCLUDE, NON -AD VALOREM ASSESSMENTS LAND LEGAL' DESCRIPTION Land Assess Method Frontage Depth Land Units Unit Price Land Value9P PickPLATS;. LOT 0 0 1.000 25,000.00 $25,000 LEG LOT 15,UP.PLAND PARK PB20PG5 BUILDING INFORMATION Bid Num Bid Type Year Bit Fixtures Base SF Gross SF Living SF Ext Wall BIdValue Est. Cost New Building Skketchetch 1 SINGLE FAMILY 1976 6 1,260 2,556 1,624 EW CONCRETE BLOCK $81,707 , 97,561 Appendage / Sgff BASE SEMI FINISHED / 364 Appendage Fso OPEN PORCH FINISHED / 48, Appendage / Sgft DETACHED GARAGE UNFINISHED / 884 NOTE•, Appendage Codes included in Living Area: Base, Upper Story Base, Upper Story Finished, Apartment; Enclosed Porch Finished;Base Semi Finshed Permits . EXTRA FEATURE: Description Year BIt Units •EXFT Value Est Cost New. ` ALUM GLASS PORCH 1979 360 2,016 $5;040 fittp://www.scpafl.org/web/re web.seminole county_title?parcel 331"93050400000,150&c... 11/9/20.10 MIAMI-DADE COUNTY, FLORIDA METRO-DADE FLAGLER BUILDING 140 WEST FLAGLER STREET, SUITE 1603 MIAMI, FLORIDA 33130-1563 305) 375-2901 FAX (305) 372-6339 NOTICE OF ACCEPTANCE (NOA) www.miamidade.gov/buildingcode Jeld-Wen, Inc. (OR) 3737 Lakeport Boulevard Klamath Falls, OR 97601 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed by Miami -Dade County Product Control Division and accepted by the Board of Rules and Appeals (BORA) 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 Division (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. BORA reserves the right to revoke this. acceptance, if it is determined by Miami -Dade County Product Control Division 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: Series 6'8" W/E Inswing Opaque Steel Door w/o, Sidelites — L.M.I.- w/ Sidelites N.I. APPROVAL DOCUMENT: Drawing No. S-2166, titled "Inswing Opaque Wood Edge Steel Impact Door up to 107" x 6'78" W/ WO Non -Impact Sidelites", sheets 1 through 8 of 8, dated 11/15/2001 with revision# C dated 06/28/2007, prepared,by PTC, LLC, dated 08/09/2007, signed and sealed by Eric S. Nielsen, P,E., bearing the Miami -Dade County Product Control Renewal stamp with the Notice of Acceptance number and expiration date by the Miami -Dade County Product Control Division. MISSILE IMPACT DATING: Large and Small Missile Impact Resistant LIMITATION: Sidelites Are Requiring Miami —Dade County Approved Impact Resistant Shutters. LABELING: Each unit shall bear a permanent label with the manufacturer's name or logo, city, state and following statement: "Miami -Dade County Product Control Approved", unless otherwise noted herein. REVISION 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 Mianu-Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its. distributors and shall be available for inspection at the job site at the request of the Building Official. This NOA renews NOA # 02.1211.19 and consists of this page 1 and evidence pages E-1 and E-2, as well as - approval document mentioned above. - The submitted documentation was reviewed by Manuel Perez, P.E. NOA No. 07-0820.07o ' Expiration Date: August22, 2012 Approval Date: January 03, 2008 Page 1 Jeld-Wen, Inc. (OR) NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED A. DRAWINGS 1. Manufacturer's die drawings and sections. 2. Drawing No S-2166, titled "Inswing Opaque Wood Edge Steel Impact Door up to 107" x 6'-8" W/ WO Non -Impact Sidelites", sheets 1 through 8 of 8, dated 11/15/2001 with revision # C dated 06/28/2007, prepared by PTC, LLC, dated 08/09/2007, signed and sealed by Eric S. Nielsen, P.E. B. TESTS 1. Test reports on: 1) Air Infiltration Test, per PA 202-94 2) Uniform Static Air Pressure Test, Loading per PA 202-94 3) Water Resistance Test, per PA 202-94 4) Large Missile Impact Test per PA 201-94 5) Cyclic Wind Pressure Loading per PA 203-94 Along with marked -up drawings and installation diagram of DoorCraft Outswing and Inswing opaque steel edge steel door, prepared by Certified Testing Laboratories, Test Report No. CTLA-961W, dated 10/23/2002, signed and sealed by Ramesh C. Patel, P.E. Submitted under approval No.02-1211.19) 2. Test reports on: 1) Tensile Test, per ASTM D 638-03, E8/A370 or B557 Along with marked -up drawings and installation diagram, prepared by Certified Testing Laboratories, Test Report No. CTLA-1078H, dated 10/24/2002, signed and sealed by Ramesh C. Patel, P.E. Submitted under approval No.02-1211.19) 3. Test reports on: 1) Air Infiltration Test, per PA 202-94 2) Uniform Static Air Pressure Test, Loading per PA 202-94 3) Water Resistance Test, per PA 202-94 4) Large Missile Impact Test per PA 201-94 5) Cyclic Wind Pressure Loading per PA 203-94 6) Forced Entry Test per PA 201-94 Along with marked -up drawings and installation diagram of DoorCraft Outswing and Inswing opaque steel edge steel door, prepared by Certified Testing Laboratories, Test' Report No. CTLA-696W, dated 11/01/2001, signed and sealed by Ramesh C. Patel, P.E. Submitted under approval No.02-1211.19) 4. Test reports on: 1) Tensile Test, per ASTM D 638-03, E8/A370 or B557 Along with marked -up drawings and installation diagram, prepared by Certified Testing Laboratories, Test Report No. CTLA-696WA/ DAE01013, dated 05/03/2001, signed and sealed by Ramesh C. Pater, P.E. Submitted under approval No.02-1211.19) Manuel Per Product Control E er NOA No. 07-0 20.07 Expiration Date: August 22,2012 E-1 Approval Date: January 03, 2008 Jeld-Wen, Inc. (OR) NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED B. TESTS 5.. Test reports on: 1) Self Ignition Test, per ASTM D 1929-96 2) Smoke Density Test, per ASTM D 2843-99 3) Rate of Burning Test, per ASTM D 635-98 4) Standard Test Methods for Surface_ Burning Characteristics of Building Materials, per ASTM E 84-94 Along with marked -up drawings and installation diagram, prepared by Intertek Testing Services, Inc., Test Report No. ITS — J9906660-001, dated 04/08/1999, signed and sealed by Douglas Keith Tucker, RE Submitted under approval No.02-1211.19) C. CA-LCULATIONS 1. Anchor verification calculations and structural analysis, complying with FBC-2004,- dated 07/27/2007, prepared by PTC, LLC, dated 08/09/2007, signed and sealed by Eric S. Nielsen, RE. Complies with ASTM E1300 - 02 D. QUALITY ASSURANCE 1. Miami Dade Building Code Compliance Office (BCCO). E. MATERIAL CERTIFICATIONS 1. Notice of Acceptance No. 07-0828.01 issued to Trinity Glass International. for Component Approvals - Plastics - N.I." dated 09/27/2007, expiring on 07/03/2012. 2. Notice of Acceptance No. 07.0801.05 issued to ODL, Inc. for "ODL "HP Polypropylene" High Performance Door Lite Material -Component Approval" dated 09/27/2007, expiring on 01/17/2011. F. STATEMENTS 1. Statement letter of conformance, no financial interest and compliance, dated, 08/09/2007, prepared by PTC, LLC, signed and sealed by Eric S. Nielsen, P.E. 2. Statement letter of addendum, dated April 01, 2002 by Certified Testing Laboratories, Test Report No. CTLA-961W; dated 10/23/2002, signed and sealed by Ramesh C. Patel, P.E. G. OTHER 1. Notice of Acceptance No.; 02-1211.19, issued to Jeld-Wen, Inc. for their Series Inswing Opaque Wood'Edge Steel Door Up to 107" x 6'-8" Unit", approved -on 01/16/20032 and expiring on 08/22/2007. Manuel Per z, E. Product Control E ner NOA No. 07-0820.07 Expiration Date: August 22, 2012 Approval Date: January 03, 2008 E-2 JELDVEN6 Steel _ irr WV V EWEPfBWW 0RAWFfim F1WACT D"W/AAD wAxrrnnwwrPAcrsnEurEs GENERAL NOTES 1. THIS. PRODUCT IS DESIGNED TO COMPLY WITH THE 2004 FLORIDA BUILDING CODES (W/2005 AND 2006 SUPPLEMENTS) AND "HIGH VELOCITY HURRICANE ZONE" HVHZ) REQUIREMENTS. 2. WOOD BUCKS BY OTHERS, MUST BE ANCHORED PROPERLY TO TRANSFER LOADS TO THE STRUCTURE. J. PRODUCT ANCHORS SHALL BE AS LISTED AND SPACED PER ANCHOR .LOCATION DRAWINGS. ANCHOR EMBEDMENT TO BASE MATERIAL SHALL -BE BEYOND WALL DRESSING OR STUCCO. 4. SEE TABLE -A ON THIS SHEET FOR DESIGN PRESSURE RATINGS, 5. THIS PRODUCT WAS TESTED FOR 2.86 LBS. WATER PRESSURE AS PER ASTM-E331. 6. THIS PRODUCT DOES NOT MEET THE WATER REQUIREMENTS FOR MIAMf-OADE COUNTY. 7. MIAMI-DARE APPROVED IMPACT RESISTANT SHUTFERS ARE. REOUIRED'FOR SIDELITES ONLY. 8. SIDELITES ARE AN OPTION AND CAN BE USED IN A SINGLE OR DOUBLE DOOR CONFIGURATION. RESIDENTIAL INSULATED STEEL DOOR Common to all frame conditions) Door Leaf Construction: Face sh6ets, 24 ga. (0.020) minimum thickness, Galvanized steel A-525 commercial quality - AKDQ. per ASTM 620 with yield strength Fy(cve.)=25,675; psi. Core des[gn, Expanded polystyrene with 1.0 to 1.25 lbs./c.f. density, by Jeld-Wen, Inc. Construction,Panel The active and inactive panels are constructed form 24G4 (0.020" min.) galvanized steel. The face sheet top and bottoms are bent- 90' over the top and bottom rails. The top rail consists of LVL .measuring 1.67" wide x 1.042' thick. The bottom roil is roll formed 0.021' galvanized steel measuring 1.67' wide x 1.21' high. The sides of the face sheet are roil formed into ..the ..LVL latch stile and Ponderosa Pine hinge stile which measure 1:67' wide x 1.0' thick. The interior cavity is rifled with - polystyrene. The face sheet is glued' to the polystyrene. Sash Construction• The'sash is constructed from 24GA. (0.020' min.)galvanized steel. The edges of the face sheet ore bent 90' over the polystyrene core and and glued to.it. The sashes are routed to receive the OOL (Sportech Polycom PP5530 C13) lite - frame. The units are glazed with .125" tempered glass. The fife frames are sealed with OSD glazing compound onthe exterior. Frame Construction: The frames are constructed from Ponderosa Pine jambs measuring 1.25" wide x 4.563' deep. The head jambs are mortised and butt joined to the side jambs and attached with 3) 16G4 2" x 7116' crown" wire staples. `The units use a ,slope 70" MAX OA r --.rRmr.- 36. 625"- MAX.- O.A. PANEL WIDTH 36' MAX. O.A. PANEL WIDTH W/ASTRAGAL FRAME WIDTH 36" MAX. O.A. PANEL WIDTH 4 . 15. 5^ MAX. A. SIDELTE FRAME WIDTH 14" r r MAX. O.A. 4 350 H 4 3 PANEL WIDTH 22 82.5" MAX. O.A. 22 63.12 " MAX. FRAME HEIGHT 6' MAX. D.L.O. HEIGHT D. L.O. WIDTH 80. 0" MAX. 80.0" MA P1 O. A. PANEL DOOR . HEIGHT 21 PANEL L A 34 4 El e ea ll I PRODUCTRF. NFWED tply tg with the Florida Building Code A rn, c N - .07 Expirate tion DazByMinor' •Product Contr Dibi on 10 a0 SIDELITE Z, W Z e0 aap. gEIGHT 5+ roLu 0. k Eaen- n o OOU O LU atYZ ZW 1-o rn z a JFRAME WIDTH 36" PA MAX. O. A. PANEL WIDTH 36. 625" MAX. OA. 36. MAX.PANEL WIDTH 36" AX. OA. W/ASTfAGAL PANEL WIDTH a 15.5" MAX. - A. SIDELITE FRAME WIDTH 4 3 22- 82. 5" M FRAME kX. O. A. HEIGHT 4 3 2 14" MAX. O. A. PANEL WIDTH 63. 12 " MAX. 6" MAX. D. L.O. '.IEIGHT D.L.O. WIDTH 21 34 42 8 O. A.. PANEL MAX. DOOR HEIGHT 21 42 80.0" M AY PANEL P SIDELITE iEIGHT high. The threshold cmwn wire sti fat hold. measuring mew wide x 1-: 17J SINGLE INSWING high. The threshold is attached to .the frame with (3) 16GA. 2" x o p DOUBLE INSWING IMPACT DOOR - H IMPACT DOOR (X) W/NON-IMPACT SIDELITES (OM) g o g TABLE OF CONTENTS TABLE'1 " ar SHEETIt DESCRIPTION - t GENERAL NO S & TYPICAL ELEVATIONS 2 VERTICAL SECTIONS & BILL OF MATERIALS 3 HORIZONTAL SECTIONS 4 HORIZONTAL SECTIONS & NOTES 5 ANCHORING LOCATIONS & DETAILS 6 ANCHORING LOCATIONS 7' UNIT COMPONENTS-& GLAZING DETAILS - OMP T DESIGN PRESSURE RATING WHERE WATER INFILTRATION REQUIREMENT IS NOT NEEDED UNIT TYPE WITH IMPERIAL ASTRAGAL SINGLE DOOR. W/ WO SIDEUTES (X, OX. XO, OXO) t55.Opsf DOUBLE DOOR W/ WO SIDELITES (XX, OXX, XXO, OXXO f55.0 sf Prepared By: at1E 06 28 07 scALL NTS Q CHIC. BY. S.Saffell Edc S. N Florid. P. E. No... 41323 PTC, LLC 1535 Cogewee Street. Solt. C25 PTC, LLC Phone. 321-690- 1788 DPAWING NO.: S- 2166 B UNT C ONEN S eFlorida 32955 CAN BE USEDWHEREOVER1iM1GREQUIRUAENTSMELTTHE2004FBCSECTIONR4410.2.3.2.1 Rockledg cwtm. e„r Auewdzetlan NO. 2N35 Faz• 321-690-1789 SHEET _L or 8 k tP asp T CONCRETE/MASONRY CONCRETE/MASONRY 0.75" MIN. BY OTHERS 0.75' MIN. BY OTHERS EDGE DISTANCE EDGE DISTANCE g J12 WOOD SCREW a 4 d d c d D 12 WOOD4 SEE NOTE 2 SCREW 19 SEE NOTE 2 SHEET 1P21SHEET1 1.50" MIN. 0 1.50" MIN. 2 EMBEDMENT EMBEDMENT 32 SEE NOTE s SHE 4 0.25" MAX. t SHIM SHIM 4 SEE NOTE SEE DETAIL 6 11 SEE DETAIL 3 SHT. 4 SHEET 6 SHEET 6 10 38,; SEE NOTE4-0; i. 49 2 SHr. 4 51 80.0" MAX. O.A. 3 50 52 DOOR PANEL HEIGHT 80.0" MAX. 82.50" MAX. O.A. ExIE@f4E INTERIOR O.A. SIDELITE FRAME HEIGHT SEE GLAZING PANEL HEIGHT DETAILS FOR 17 GLASS THK. SHT. 7 EXTERIOR INTERIOR 3 L Nay 1/4" TAPCON 1.25" MIN. 1.25" MIN. EMBED. EMBED. D D CONCRETE/MASC p p BY OTHERS CONCRETE/MASONRY 2.50" MIN. 2.50" MIN. BY OTHERS EDGE DISTANCE 1/4" TAPCON 16 EDGE DISTANCE A L SECTION B DOOR PANEL 2 NON -IMPACT SIDELITE SASH SHUTTERS REQUIRED AT SIDELITE) PRODUCTRENEWED as cor.pMr,,Q with the Florida Bt:ii_:.: Code Accc;::::ncc NoO - ll Expiwtian Date L ByMiami adc l'roriacl Conir Divt 1 DOOR WOOD EDGE 1.75 THK. 24GOL 420 WN. SILR 2 HEAD JAIJB PONDEROSA FWAR JOINTED wow HINGE JAM PWAEROSA FlNCER JOINTED P WOOD 4 90ELU JAMB NDERO.SA FINGER JOINTEDFINE WDOD 5 PSTEEI 0 X 1' PFH WWD S9NW HINGE To DOOR) 6 STEU 7 DOOR UTCH LK SIDE STKE LK 8 LATCHJWB FINGER JOIFRED - WOW 9 WOOD MlAl10NCAP wow f0 CWWWSSON WFATHEWW SCHIFGEI. 0-LON ODS 850 FDAW 11 M PANEL WOOD TOP RAIL - WOOD 12 80110Y RAIL .. STEEL 13. It" HINGE WOOD SIDE STILE wow 14 110 x 13 4 PFH WOOD SCREW STEEL 15 WOW LOCK BLOGC WOOD 16 1 4 iAPCON AhCFIOR W I?S YW. EW3ED. STEEL 7 EXPANDED POLY5IYRENE 7.0 to 1..25 Nx c.f. D BY JELD-WEN FDW 18 FxTRI1DED NUM. ASTRAGAL BY WIPERLAL f 9 2x WOOD SUB BUCK -. - WIND 20 94M IhM OENSIfY PIASTIC OR GREATER)- 2I KwIK5L7 400 SERIES KNW - Z AWIF6ET ITTAN 700-Si DEA09OLT 23 NSMRIG AQASTABfE iNRlS1OLD - 24 8 x 2' Pf911. FLAThE1D IYOW SCREWM.2 25 8 x 2 I FHKL. FIA"AD WOOD SCREW STEEL 26 012 WOW WISTNLATM S STEEL 27 10IS191NG 11N0. DOOR 80TTON. SWEEP ViNn. 128 29 9LICONE CAIRN CR.UWRFNCE J.7C SILICONE J0 G(AZ9JG COLp01KN O50 BY 9l1CONE 32 J 8 x J QILARTFR ROUND SWILUTE STOP 101000 33 CLAM Co1P0m Dow 1199 SKICONE 34 SCHIAGE KNOB SET 191 36 96 m Swan BOTRW SEAL v- 37- I B"IDYPENm.:pASS. B/:PPG - - GLASS 38 LITE FRAME 18 CLASS ODL SPARIECH PXMN PP5530 C13F POLYPROP. J9 STEE7.. 99E1.fTEPANEL 14G1 .010" YW. STEEL 10 x 1 1 2' P-7-- EW - STEEL' 41 J10 x 1 PFH -WOW SCREW IMPERW: ASTMAL TO DOOR STEEL 42 YALE KNOB HERITAGE Sl•79ES 43 YALE "BOLT HERITAGE SERIES- 45 110 x T Ph%LIP5 FUMM W000 SCREW STEEL 47 I6GL BRAD TRIM NAk'J 4 L STEFI 1HN. x 4 9 18 DEEP PRESSURE TREATED RFINFDRCEMENT WtOW'. 49 FRAME BY TRKWTY FOR 12 CIA55 POLYPROP. 50 12 k5U -TEMP. GL155 BY TRINRY AYPAC 51 POLYPROP. I DSIIIATED TEMP. GLt55 BY TR/NffY AYPAC UTE fPA11E SL'RflY x I I PANHEAD STEEL m ratyt Lu X p -d w o Q Q e, I L gz m o zn_ Ad j Prepared By. SCALE:N14- TS owc.I9Y: JWJ y, _` CHIC ErY: S. Saffell Floridaa P. E.NNo. EileS. N o. 41323 DRAWING NO.: PTC. LLC PTC, LLC ' S-2166 1535 Coge.ell Street. S.R. C25 phone: 321-690-1788 - Rockled9e. Florida 32855 ve c.tff I ,r Avth.rt . No. 25035 Fax: 321-690-1789 SHEET 2 8 1.50" MIN. EMBED. a 0.25" MAX. FSHIM SEE DETAIL 6 SHEET 6 a l j EXTERIOR 10 12 WOOD 6`1 SCREW d SEE NOTE19 2 SHT. 1 0 8 7 5 SEE NOTE 4 SHT. 4 CONCRETE/MASONRY INTERIOR BY OTHERS SINGLE DOOR D TAL SECTION 3 LATCH JAMB TO BUCK 1.50" MIN. EMBED. PRODUCTRENMWED w -replying with the Florida Buildu,S Cu.'.e 0.25" MAX. D Acceptai:c- No o —0 920, 0] SHIM E pramDD.Z. 0 to/Z By SEE DETAIL 6 p o .• l omro SHEET 6 D c 1.750"" MIN. 3 7 ohs PANEL THK. EXTERIOR 1 10 Z ¢ 6#12 WOOD 3 r v SCREW J N S = D 19 SEE NOTE 2 SHT. i o; N 13 , XW INTERIOR 17 6 0 F,P, 45 SEE NOTE w og z C 17ONTAL SECTION 5 CONCRETE/MASONRY 7 SHT. 4 00 U 3 HINGE JAMB TO BUCK BY OTHERS w = w a 2QaiZ' m EXTERIOR Z o oc 1.750" MIN. 18 3 K _ PANE15 olz JC o 10 w a ACTIVE a a x Ntit z w z z 15429717IN RIOR ASTRAGAL RETAINER BOLTS (2). b TOTAL, ( 1) 9.0" L. ® TOP ALUM. REFAINING SLIDE 21 34 42 0 o c 1) 9.0" L. ® BOTTOM (3) 1.0" x 4.5" x 0.565" N w o o U m Q E DATE O6 28 07 3 AT ASTRAGAL W/ITEM Prepared By: srxE: I NTS 18 IMPERIAL ASTRAGAL ; JW3 SEE DESIGN PRESSURE l4( "` RATINGCHARTSHEET1 $ cHx ar: S. Saffell Eric S. Nlel en S=' 3 Florlde P. E. No. 41323 DRAWNC NO.: PTCStrwt,. ucPTC, LLC 5-2166 1535- CopeMell , Suite C25 Phone: 321-690-1788 Rocldedge, Florido 32955 SHEEP 3 OF 8 FBPE c«unmt. m n,n,on:,aa. No. aw3s - Fax:. 321-600-1789 — — SEE NOTE5SHE4CSEE DETAIL 6 SHEET 6 SEE GLAZING " DETAILSFORGLASS THK. SHT. 7 SEE NOTE 40 3 2 SHT. 4 SEE NOTE 3 SHE 4 SEE NOTE 8 SHE 4 EXTERIOR USEE NOTE 32 SEENOTE4SHE.4 INTERIOR 6 SHL 4 Qx HORIZONTAL SECT106 F TtE TO LATCH JAMS, TYP. 4 (SHUTTERS REQUIRED AT SIDELITE) 112 WOOD 26 SCREW SEE NOTE ig 2 SHT. 1 NOTES: 1. SPACING FOR ITEM 141, THE 110 x 1" PFH SCREW ATTACHING THE IMPERIAL ASTRAGAL TO THE INACTIVE DOOR IS AS FOLLOWS: FROM THE TOP DOWN & BOTTOM UP; 1.0", 2.5", 4.0", 5.5", 13.0 18.0" & 26.0". 2. SPACING FOR ITEM 140, THE 18 x 1 112" PLASCREW IS AS FOLLOWS; TOP & BOTTOM; (2) SCREWS 3. 0" IN FROM EACH HORIZONTAL CORNER. FROM THE TOP OF THE FRAME DOWN ON THE SIDES; 3.0", 13.0", 26.0" 39.0 52.0" & 63.0". 3. SPACING FOR ITEM 147, THE BRAD TRIM.: NAIL 314" L ATTACHING THE QUARTER ROUND TO THE SIDELITE IS AS FOLLOWS; TOP & BOTTOM; 1.25" IN, FROM EACH HORIZONTAL CORNER WITH (1) MORE NAIL IN THE MIDDLE. SIDES; 1.25" FROM EACH END & SIX. MORE EQUALLY SPACED ON THE FIELD. 4. WHEN ATTACHING THE STRIKE PLATE TO THE JAMB AND BUCK USE ITEM #25, A 18 x 2 112- PFH: WOOD SCREW. WHEN ATTACHING THE STRIKE PLATE TO THE JAMB AND SIDELITE JAMB AT THE MULLION USE ITEM 124, A #8 x 2 PFH WOOD SCREW. 5. SPACING FOR ITEM 125, THE 18 x 2.5" PFH WOOD SCREW ATTACHING THE MULUONS TOGETHER IS AS FOLLOWS; 6.0" FROM EACH VERTICAL CORNER WITH (4) MORE SCREWS EQUALLY SPACED, A TOTAL OF ( 6) SCREWS PER EACH VERTICAL MULLION. 6. THE SIDELITE IS SECURED INTO THE SIDELITE JAMB WITH SILICONE CAULK ON THREE SIDES & 318" x 318" QUARTER ROUND & BRAD TRIM NAIL x 314" L.. 7. WHEN ATTACHING THE HINGE TO THE JAMB AND BUCK USE A 110- x 2 PFH WOOD SCREW. WHEN ATTACHING THE HINGE TO THE JAMB AND SIDELITE JAMB AT THE MULLION USE 10 x 1 314" PFH WOOD SCREW. B. THE MULLION CAP IS ATTACHED TO THE PRESSURE TREATED REINFORCEMENT WITH ITEM #28 A i " TRIM NAIL SPACED A MAX. OF 12" ON CENTER, 9. SPACING FOR ITEM 153 THE 16 x 1 112" PANHEAD SCREW ON THE TRINITY SIDELITE FRAME IS AS FOLLOWS: FROM THE TOP DOWN ON.THE SIDES (5) AT,3.25", 18.0625", 32.8125", 47.5625", 62.625". THE TOP & BOTTOM (1) SCREW AT 4.4375". 10. USE ITEM #26 WHEN INSTALLING- INTO WOOD SUBSTRATE AT HEAD AND JAMBS. USE ITEM #25 WHEN INSTALLING INTO MULLIONS.. 28 SEENOTEPRODUCT PrNEWI;D 9 8 SHT. 4 iip!ying ,.ics d:a Fio,;da B. mina c 3 Aucnpia— No .07 48 ExP—ti— D-c /2 3 4 By Mimi Dade ProduaConuo SEE NOTE 25 D+,• nn 5 SHE 4 29 SEE DETAIL 6 SHEET 6 38 49 51 15 17 1 10 37 5052 SEE GLAZING DETAILS FOR m Cd .- EXTERIOR x' GLASS THK. SHT. 7 nj W ti'X'• ... " yam, Y1.75" MIN. d. i Q V tn PANEL THK. cnhe=a 39 3 cn he I TERIOR as 1. 50" MII EMBED. 4 0 4 6 40 SEE NOTE 2 SHT. 4 47 SEE NOTE 9 3 SHE 4 Pi Gl' o 5 14 TE 04 32SEE NOTE o z Ad 7ESHT. 6 SHE 4 god N 3 ja O GHORIZONTAL 4 NON -IMPACT SIDELITE TO : HINGE JAMB TIP. opo m w SHUTTERS REQUIRED AT SIDELITE) o z aw SEE DETAIL 6 oI z i SHEET 6 a a 1. 75" MAX. N x 7 rPANEL THK. 29 38 49 51 SEE NOTE 0.25" MAX. 3 SHE 4 SHIM 32 SEE NOTE CONCRETE/ MASONRY 6 SHE 4 BY OTHERS HORIZONTAL SECTIO 4 NON -IMPACT SIDELITE TO BUCK. TYP. SHUTTERS REQUIRED AT SIDELITE) SEE GLAZING I INTERIO DETAILS FOR J GLASS THK. SHE. 7 qp SEE NOTE 2 SHE 4 Erie S. NTAbn ' Florida P. E No. 41323 TC, LLC 1535 Cep-reN SlreN, S. H. C25 Rodded9e, Florida 32955 FWC CrNk" Y at hmwrut M N. Prepared By., PTC, LLC Phone: 321-690- 1.788 Fax: 321-690-1789 NTS Ery. JWJ By.. S. Saffell W NO, S-2166 r 4 of 8 14.1' O.C. SEE DETAIL 2 ON THIS SHEET 20.125" TYP. 9" II I 6 6 12 W000 112 W00 SCREW SCREW SEE DETAIL 4 ON THIS SHEET 5.5" v v 36. 75" 1/4' 16TA CON i/4" 16 TAPCON J I L...¢• 6"J I.r 19.125" TYP. SEE DETAIL 5 ON THIS SHEET DOUBLE IMPACT INSWING DOOR ANCHORING LOCATIONS VIEWED FROM THE INTERIOR DETAIL TO JAMBS & DOOR SEE NOTE 4 SHE 4 5 SEE NOTE 4 SHT. 4 DETAIL 2 IMPERIAL ASTRAGAL RETAINER BOLT HEADER STRIKE PLATE SEE DETAIL 1 STRIKE P ES TO JAMBS SEE NOTE 4 SHE 4 14 ;.- r-- 14.83" PRODUCT RENMED ns c_anplyi wah!f, Florida direL ' 7Q0 P1iun DatePim dy SEE DETAIL 1 U i i Dada Praducl cony ON THIS SHEET 7.375" cft 2 to apWCWap 38. 75" g . w IItCL 69. 75" ro 3"_J tr SINGLE IMPACT INSWING DOOR W/NON—IMPACT SIDELITES ANCHORING LOCATIONS VIEWED FROM THE INTERIOR 16 5 5 IMPERIAL RAGAL RETAINER BOLT THRESHOLD STRIKE PLATE DETAIL 4 Prepared By: STRIKE PLATES TO AmmEbAssmErAgm IMPERIAL ASTRAGAL oA Florida P. E. No. 41323 Pta• uc PTC, LLC 1535Rockledge.Florida32955 5 Phone: 321-690-1788 rave aweam. a k4ftd-U. Nor 2aa35I Fax: 321-690-1789 BY. JWJ By. S. Saffell Na NO, S-2166 5 OF 8 MAX. TYP. SEE DETAIL 2 SHEET 5 20.125" TYP. 3" 3" 6 I r^3" I II 6 12 WOOD 6 SCREW 112 WOOD SCREW SEE NOTE 1 5 SHE 4 SEE DETAIL 4 SHEET 5 5.5 SEE NOTEf 5 SHE 4 — L SEE DETAIL L 5 SHE 5 36. 75" 16 1 4" 1/4w APCON TAPCON 16M M 3" 3" 7" 3" 3" 3" 7w SEE DETAIL 5 SHE 5 DOUBLE IMPACT INSWING DOOR W/NON-IMPACT SIDELITES ANCHORING LOCATIONS VIEWED FROM THE INTERIOR SEE NOTE 10 26 25 0.15" MIN. C-SINK. ON SHEET 4 j 1 t\ DETAIL 6/ COUNTERSINK FOR INSTALLATION ANCHORS SEE DETAIL 6 I I B" 6 112 WOOD SCREW JL 14.1° 4T. o.c. 6 g 2 WOOD SCREW 1/4w 1 TAPCON 8.5" MAX. O.C. TYP. SINGLEIMPACT INSWING DOOR ANCHORING LOCATIONS VIEWED FROM THE INTERIOR PRODUCTRENFWED nplying.vich du Florida llui: ,o ro.r Aceep:ac No 7 . Expiration De:c ByMian )ale ruJuct on ro Uivi c SEE DETAIL cft w iza sea I w 1n o '^ z 8 3 agz3a a0 "z uNWNi .moo 0 Q Z lx U m < Eric 5. Wel wn APPEW'mcw. norldo P. E. No. 41323 1535 coy,."Pp Stroat SuIG c25 Rooklidye, Florlda 32955 FWP C WJW. a Aumera"ra W. 2593 Prepared By: - Phone: 321 6 0-1788 Fax. 321-690-1789 DATE 06128107 Snit NTS DWG. BY. JWJ By.. S. Saffell DRAWING NO.: 5-2166 SHEET 6 OF 8 I 1 1.51 38 LITE FRAME ODL HP POLYPROPOLENE THERM0FlL—P6-30FM0391) 1/8' GLASS FRAME GLAZING DETAIL 1 1/8' TEMPERED GLASS 0--/ SEE NOTE .3 40 SHT. 4 T4' 49 TRINITY LITE FRAME LUPOY EU-5D07 1/2' GLASS FRAME GLAZING DETAIL 2 1/2- INSULATED TEMPERED GLASS TRINITY LITE FRAME 51 TRINITY LITE FRAME LUPOY EU-5007 I' CLASS FRAME 2A7ING DETAIL 3 1' INSULATED TEMPERED CLASS TRINTTY FRAME PRODUCT RBNeWF:!-) e ,plyi;;g ,,i!h the Florid, nNad,,,l;a,d: Accc; t,.:,m N 07oB ;,p j cif// FlorklEric 5. NNI, o f P. E No. n732J tsar coya.ePust::4 S. c2' Rxkledq.. Florldo 32933 rare tit. or Autn a, No. 25M Prepared By: phone: 690—f788 Fax: 321-690-1789 SCALE: NTS DWO. Br: JWJ CNK. ft S. Saffell DRWINa NO.: S-2166 sNtFT 7 oP 8 4.5625" 0.75" 1.25" 0.50" 11.a7s" 4. Vi Rf 6d/ 15 WOOD LOCK BLOCK, 1, 71 " THK. 2.040" O O IILI I O O 5 4 x 4 STEEL DOOR HINGE 0.097" THK. STEEL BY HAGER 1.375" 0 25 r OMULL CAP PINE 1.67" 1.0" 07 LVL LATCH STILE 2.375"—{ 3.1875" 912" 1.67" 1.0" 13 71 DOOR TOP & HINGE STILE ADJUSTABLE INSWING THRESHOLD- WIADJUSTA13LE CAP BY IMPERIAL 0.051" WALL THK. I 18 IMPERIAL ASTRAGAL 2.063" EXTRUDED"ALUMINUM 0,075' WALL 0.689" 2.240" O 11. 682" 0 i----4.562 ADJUSTABLE INSWING THRESHOLD 36 W/SIDELITE BOTTOM SEAL BY STRIKE PLATE IMPERIAL 0.051 " WALL THK. IMPERIAL ASTRAGAL PRODUCT I'.1,'!TW/ED Ac:;. EzPir:::iu:r Dc:c 2 / Dy 1 " Minm de 1'rnducrContr Div 12 DOOR STEEL EDGE CAP, BOTTOM 0.021 " ROLL FORMED STEEL 1.68" 980" 0.1561, 0.45" 0.45" 0.45" 27 INSWING DOOR BOTTOM cwCro CYTPHnl7n VINYI 0.060" THK WALL TYP wtt Erb S. Nielsen Florida P. E No: 41323 Pre, U.0 1535 Cog-11 steel. Su9e C25 Rockledge. Floddo 32955 reps r rinlwee o/ hft m No. 2503 Prepared By: PTC, LLC Phone: 321-690-1788 HTS By.. dwi Br: S. SaNell 910 110: S-2166 r _L OF 8 OFFIC ITW Building o one* Group, In ' 1950 Marley Drive Haines City, FL 3 a3 Florida Engineering Certificate of Authorization Number: 0 2 Florida Certificate of Product Approval # FL1999 Page 1 of 1 Document ID: IU6C408-Z0525112044 .1 1 Truss Fabricator: Accu- Span Truss Company Job Identification: 1157-/ pikels Garage Add. -- 108 SKOGEN CT. SANFORD, FL Truss Count: 11 Model Code: Florida. Building Code 2007 and 2009 Supplenent Truss Criteria: FBC2007Res/ TPI-2002(STO) Engineering Software: Alpine Softmre,llersion 10.02. Structural Engineer of Record: The i dent i ty of the structural FOR did not exist as. of Address: the seal date per section 61G15-31.003(5a) of the FAC Minimum Design Loads: Roof - 37.0 PSF 9 1.25 Duration Floor - N/A Wind - 120 MPH ASCE 7-05 -Closed Notes: 1. Determination as to the suitability of these truss components for the structure is the responsibility of the building designer/engineer of record, as defined in ANSI/TPI 1 2. The drawing date shown on this index sheet nest Hatch the date shown on the individual truss conponent drawing. 3. As show on attached drawings; the drawl gg?numberJs preceded by: HMSR408 Details: BRCLBSUB- Ref Description' Drawi if 1 32638=41 102980; 2'•';32639.102980 3 32640-43 162880: 4 ; 32641-``=A4 10298D; 5 ; 32642 45 102980; 6 ' 32643=`=A6 102980 192980: 32645--H39 1, 02980: 9 . 32646-=CJ5 102980 10: 32647-4J3 102980: 11 32648,=.-CJ1 - , 102880 0 EN N0. 32839 TE OF Q 10/25 0 Walter P. Finn Truss Design Engineer- 1950 Marley Drive Haines City, FL 33844 s THIS nWr. PRFPADFn FDnu rnuD,mro luDllT /Inam o. nluc av rn nc ..rn I,rISI- /MIKeIs Garage Add. -- IU8 SKOGEN CT. SANFORD, FL - Al Top chord 2x4 SP #2 Dense Bot chord 2x4 SP #2 Dense Webs 2x4 SP, #3 Roof overhang supports 2.00 psf soffit toad. In lieu of rigid ceiling use puriins to brace BC 0 24",OC. Deflection meets L/240 Live and L/180 total Ioad. MM120 mph wind, 15.00 ft mean hgt, ASCE 7-05, CLOSED bidg, Located anywhere in roof, CAT II, EXP B, wind TC DL=4.2"psf, wind BC DL=5.0 psf. Iw=1.00 GCpi(+/-)=0.18 Wind reactions based on MWFRS pressures. Bottom chord checked for 10.00 psf non -concurrent live load. rvc— .... _. 4- 1 12 0- 0 3X8 ( Al) = 5X6= 3X8= 5X6 3X8 (A1) Zc jFa 6- 5-10 5-3-3 5-3-3 5-3-3 5-3-3 6-5-10 9- 1-4 7-10-12 7-10-12 9-1-4 17- 0-0 I 17-0-0 IE 34-0-0 Over 2 Supports R= 1342 U=287 W=8"' =1342 U=287 W=8" RL= 51/-51 .®_er••®°ir.._ i4. Design Crit: FBC2007Res/TPI-2002(STD 1f PLT TYP. Wave FT/RT=20% O% /10 0 10;02. x1TY: FL/-/3/-/-/R/- Scale=.1875"/Ft. WARNING'• READ AND FOLLOW ALL NOTES ON, THIS SHEETI -• IMPORFANT'• FURNISH THIS DESIGN TO ALL CONTRACTORS INCLUDING INSTALLERS. o Tr .9 IIt r at ce 1 r b Ic In9 h ntl 11 g nIppIng I t Il trig ntl U tc, eg TC LL 20 : 0 PSF REF R408 - - 32638 DATE 10/25/10 tollelt1aII —of of8CSi (Building C.,.—n S r y Inr tl by TPI a MICA) r r.ty • CSI. • TC DL 7.0 PSF prec I p 1 po f alrg rd runt 1 In.t II Neil -p itl romp. y.b P. - totl 1 top h tl .hall h proporry el .M thong ntl b cc.. E / • eee• U ' DRW NCUSR408 10298028 anlahdatlShall h .prop rly ettadwtl IOCSaidvlll g L«etl horn row poraen.nc lit-1 rot I t F, • Op shallM1 b ecI-g Irmteiletl paMCSI dation. B].. BT or 810 as appllcebio BC DL 10. 0 PSF ALPINE ITWelltllg. Coeponanta Group I (ITWBCG).n a ba r.ap«siblo for y tlo redo f tM1l L , R , °' BC LL 0.0 PSF HC-ENG KD/WPF It11 orY TIIC:bulltltM10 tr... 1 f-rneneo with ANSI/TPii or for I.entll ing, hipping, I t Ile M bracl_g r t a Apply plot,, ch fecd of it tl position ae .boys. posit ontl is " In••At.p,•/( Dotal l I lwtotl othy pl R r r to tlrer lugs truss n ti eon 11 photo positions. A I on t A • •• fir` MMM. YI- TOT . LD .. 37.0 PSF SEQN - 63512 I Building Com onenb Grou no. i) /) liainesCl FL33844 ry, FLCOA#0278VOY p°B° f art'"' this° roam• 'na'Oe°O° ptontotof pOf this d .ngfor ring tling D shorn. TM10 .ul boll y and a of this tl Ig for y tructu o le. ro.po IblllbleollyfarBth,uilding o ponalbllItYfhoBuntlingDoslgmrpowANSI/TPI 1 5«.2 Far o I f 21 n Thla Jab'S nor:, 1 ...1. Peg .ITV OCGi wwr.lt6.cg,can: TPI rrw.tpinsi.org WTCA rrr.abclYaueery.eaw icc. Ittaara..rg Qj(a(IIr. DUR. FAC. 1.25 10/2$/2010 SPACING _ 24 . 0 " FROM TH J REF - 1 L16C408_ZO5 1157-/Mlkels Garage Add. -- 108 SKOGEN CT. SANFORD, FL - Ai Top chord 2x4 SP #2 Dense Bot chord 2x4 SP #2 Dense Webs 2x4 SP #3 Roof overhang supports 2.00 psf soffit load. a) Continuous lateral bracing equally spaced on member. Bottom chord checked for 10.00 psf non -concurrent live load. 5X6= 5X8= THIS DWG PREPARED FROM COMPUTER INPUT (LOADS a DIMENSIONS) SUBMITTED BY TRUSS MFR. 120 mph wind, 15.00 ft mean hgt, ASCE 7-05, CLOSED bidg not located within 4.50 ft from roof edge, CAT II, EXP 8, wind TC DL=4.2 psf, windBCDL=5.0 psf. Iw=1.00 GCpi(+/-)=0.18 Wind reactions based on MWFRS pressures. In lieu of structural panels or rigid ceiling use purlins to brace allflatTIC24" OC, all BC 24" OC. Deflection meets L/240 live and L/180 total load. sAU (Al) = I . 3A4 Ili 5X8= 3X4= 5X6= 3X8(A1) 1.;;W- Lsw_ 8-1-4 6-10-12- 4-0-0-->--6-10-12--+s 8-1-4 L 15-0-0 1 4-0-0 I 15 0 0 fE 34-0-0 Over 2 Supports- _ W I R=1342 U=287 W=8" RL=47/-47 eR=1342 U=287 W=8" 3- -5 PLT TYP. Wave ALP 1 NE I Building Component Gmu no, p Haines City FL 33844 FLCOA#0278 Design Crit: FBC2007Res/TPI-2002(ST '/ FT/RT=20%(O%)/10 0 1 IV.02 WARNING*' READ AND FOLLOW ALL NOTES ON THIS SHEETI IMPORTANT" FURNISH THIS DESIGN TO ALL CONTRACTORS INCLUDING INSTALLERS. - 1 Trunao. ra,, Ir extras. C.re In f.brle.ting, h...ling, shipping, I.s II I g a- braeing. o t arM tallow the Ietast edition of BCSI (Building Coapan.nt S.faty Inforeatlan, by TPI and MTCA) pr.atico. prior to parf...I g those function.. inscell.ra Mall prw,da tonporary bracing BCSI Onlbas notbd .tharwl.o, top chard ar.II h... properly tt,chaos uct...I an —thing and bot Chord • ball n.v. a properly .LtaChad rigid toll Ing. L.catI'll ahoao'for Par—Iatarel roatral shell have bracing Installed par BCSI soctlma 113. DT or 810, os aMilaabio. In e.11dIng.C.wpanenta G—p Inc. (ITWBCC) .hall not bo reepm.IbIa far any obvIatIan rro„ ny_ fel lu r. to ,bulltl the truss In canfo,vanw rlih ANSI/TPI 1, ar for hentlil,g, ahlpping, Inace Datal'. of tru..os. Apply places to arch rate of trds..ntl or Itl.n as Mown abeva and en t„e , Dacalla, unlae. noted .tnorwlao. Rotor to tlrewl,gs 18DA-L far etendartl'pleto posltlons. A aoel o' tlo wing or =,or pa8a I l.ting thl. drawing, Intl lcata..ccoptanco or profoa.lon.l ongl.... ing r . pon.Ib111ty MIOIy for tho design shown. Th. .ultablllty and u.o or t„lo design far any atruc[u o the ro.ponslbll sty or the Dullding Daalgnar par ANSI/TPI 1 Sot.2. Far nor, Infore.tlon sa.: Thl. Job'a gCC1 11 nI et.. a.afe.erg pogo: IT/-BCG: aww.Itwbcg.eon; TP I; w.r.tpinat.org: MICA: 1CC: www..bc l,Muntry.cw; c %.V` Q 1 aF A 1.• . p •ly°• a 7- Vl 1 i 1LOI O FL/-/3/-/-/ R/- TIC LL 20. 0 PSFREF TC DL 7.0 PSF BC DL 10.0 PSF BC ILL 0.0 PSF TOT . LD . 37.0 PSF Scale=.1875"/ Ft. R408 - - 3263 DATE 1 0/2 5 / 1 0 DRW HCUSR408 10298029 HC - ENG KD/WPF SEQN - 63515 DUR . FAC . 1 .25 FROM TH SPACING 24 . 0 " J REF - 1 U6C408_Z05 1157-/Mikels Garage Add. -- 108 SKOGEN CT, SANFORD, FL - A3) Top chord 2x4 SP #2 Dense Bot chord 2x4 SP #2 Dense Webs 2x4 SP #3 Roof overhang supports 2.00 psf soffit load. In lieu of structural Panels or rigid ceiling use purl ins to brace allflatTC ® 24" OC, all BC 0 24" OC, MWFRS loads based on trusses located at least 7.50 ft. from roof edge. 5X6= 3X4= r..rnnt.. rn,nn wmrulcrt Inrul (WAUZ, . UINIMOUflb) SUUNIMILD BY .TRUSS MFR. 120 mph wind, 15.00 ft mean hgt, ASCE 7-05, CLOSED bldg not located within 4.50 ft from roof edge, CAT II, EXP B, wind TC DL=4.2 psf, windBCDL=5.0 psf. Iw=1.00 GCpi(+/-)=0.18 Wind reactions based on MWFRS pressures. Bottom chord checked for 10.00 psf non -concurrent live load. Deflection meets L/240 live and L/180 total load. 5X6= 8-0-0 JAU(Al = I .DAq ill 5X8= 5X8= 1.5X4III 3X8 (A1) 7-1-4 5-10-12 4-0-0 4-0-0 5-10-12 7-1-4 7-1-4 5-10-12 8-0-0 5-10-12 7-1-4 Ir 13-0-0 I 8-0-0 I 13 0 0 fE 34-0-0 Over 2 Supports !• R=1342 U=288 W=8" r'i-• p 1342 U=288 W=8" RL=42/-42 3-2 15 PLT TYP. Wave ALPINE 718ullding Componona Grow n0. P Haines City, FL 33844 FLCOA#0278 Design Crit: FBC2007Res/TPI-2002(ST f• FT/RT=20% O% /10 0 104-02. ALL S IN ON THIS STALLHEET : WARN ING'• READ AND CONTRACTORSI4PDRTANT•• FURNISH THIS DESIGN TO ALL CONTRACTORS INCLUDINGTHI INSTALLERS. Tr..... require eMrom tern In febrtce[In,, hantlllno. .hlppinp. Inaellln, end b... ln,., fe ntl roller tt+e latent edltlen of SCSI (WIIdln, Cospo... t Serety Inro..stlon. by TPI .nd WrCA) preccicoe prior to porrorel,q —so function°, Insuilor. ahrll prwldo -oll ry brecino DCS1.t . Dn loos mtod oChorr lee. top chord shell hevo properly ettechod,strutturel aheething e,d bott ha B hell have ° Properly °=teehod rl,ltl tolllnp. Locations shorn for p.r.enent leter.i re.tr ,, she 11 hevo brec ln, In.cel led per SCSI It I_B3, 3, or 010, as appllc°blo. IA Bw b]In, ca.Penent. Group Iro. (ITIIDCG) .hall net be r°°pon°lblt f., any do..ldtlan fro° t ny fallura to ibulld Cho truss In bonldrsento rlth ANSI/TPI 1, or for handllno, shipping, In.tall hrecino of tr %. Apply pletos to oath Tote of truss end posltlon es .horn .btv end on No Jol Dot I. unl... noted—Irslso. Refer to drering. 1BOA-Z for st.,M.rd plate positlona. A °eel on d°rer in, or eoy.r peg. Ilstln, this dr.sln,. Indicetos eccopt.ne° of profe.elonal en,inaeri q' r °pon.Iblllty solaly for Cho design sharp. Thu suitability end use of this doslgn for any . roc Cora 1. Cho ro.pona1b111ty of tho Bulldino D.slgnor per AN51/TPI 1 Soc.2. For eo o I"1—tl on . tThl. Job e.oral rotas peSo:BIT.-BCG: rrr.ltsbc9.a TPI; rsr.tpin—erg; VFCA:—sbtlndu.try.ots. ) 0 IGc:—.lcc..fa.er v 1% f•." '% ff.,1 '•QTY FL/-/3/-/-/R/- TC LL 20.0 PSF TC OL 7.0 PSF rye /` BFV ,•• BC DL 10.0 PSF i LL 0 A BC LL 0.0 PSFRPODis Mr.enn.M `.y/ TOT . LD . 37.0 PSFr Yr DUR . FAC . 1.25 10/25/2010 SPACING 24.0" Scale=.1875'I/Ft. REF R408-- 32640 DATE 1 0/25 /1 0 DRW MCUSR408 10298030 HC - ENG KD/WPF SEQN- 63500 FROM TH JREF- 1U6C408 Z05 1157-/Mikels Garage Add. -- 108 SKOGEN CT. SANFORD, FL - A4) Top chord 2x4 SP #2 Dense Bot chord 2x4 SP #2 Dense Webs 2x4 SP #3 Roof overhang supports 2.00 psf soffit load. In lieu of structural panels or rigid ceiling use purlins to brace allflatTC ® 24" OC, all BC Q 24" OC. MWFRS loads based on trusses located at least 7.50 ft. from roof edge. THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIDNS) SUBMITTED BY TRUSS MFR. 120 mph wind, 15.00,ft mean hgt, ASCE 7-05, CLOSED bldg not locatedwithin4,50 ft from roof ed e, CAT It, EXP B, wind TC DL=4.2 psf, windBCDL=5.0 psf. Iw=1.00 GCpi+/-)=0.18 Wind reactions based on MWFRS pressures. Bottom chord checked for 10.00 psf non -concurrent live load. Deflection meets L/240 live and L/180 total load. I C:Y A._ 5X8 1 .5X4 III 5X8= 2-1- 9 oAokh 17 MUM 5X8= 3X8(A1) W_ W_ 6-1-4 4-10-12 6-0-0 6-0-0 J, 4-10-12 6-1-411-0-0 6-0-0 6-0-0 11-0-0 L_ 11-0-0 I 12-0-0 I 11 0 0 rE 34-0-0 Over 2 Supports R=1342 U=288 W=8" R=1342 U=288 W=8" RL=37/-37 `, v l . , PLT TYP. Wave ALP I NE 71ftllding ComponenNI Omu ne. r t P Haines City,FL 33844 FL COA#0278 Design Crit: FBC2007Res/TPI-2002(ST ;• FT/RT=20% O% /10 0 1 .02 WARNING•• READ AND FOLLOW ALL NOTES ON THIS SHEETI - IMPORTANT" FURNISH THIS DESIGN TO ALL CONTRACTORS INCLWING INSTALLERS. Trussda roqu lro dztro,sv car° In febrleetlrp. hentliing, nM1lpp ing, Ina[ellIN and breding. [• roll^. tM10 latest ""tluo of DCS( (Dvlldbq Cdnpondnt Serdty Infareatlon, by TPI entl WTCA) ,if redpre<ticda prior to Parfor N these run<tlane. Insvllara Mol: Provlda toodal—y braclnp to, Le. Un la.o eatod othar•Iso. Cop chord °hell hold propdrly *tt hd,, e[ructurel ehaethlno entl bat Mard• Mel: hove . ardPdrly eC arto 11gIG < 1I ing. Location. ehoe„ {ar Is—...t IeCoral rostra hall M1evo bracing lnatelIad par SCSI soationa D3. DT or 010. oa eppli—I.. • ITW Dal ldlng "Cdapananta Croup Inc. (ITWOCG) shell ,vet bd r°apmalbl° far eny davlet ion Iron I eny ft lluro [o W lid the [rue. In conrornen<d with ANSI/TPI 1, or for handling. shipping. Inatbracingortrueada. AppIY Pbtoa to each fa<o of truss end poa'IClon .. ahcm above entl an the to drawinga 180A-Z for a[ardold Plato Pwl[lona. A noelOoialls, anise^ noted Othdr.lao. ..RdQr•.Ing or covdr page Ile[Ing Chls drving, Intli<otoa eetapteneo oT prore.a lonel dn9lnaoringapansma :cr eoldlY far Cho design .ham. Th. eu I[eblll[y entl uw of Chia tloalgn far any at ructura Cho rdap°nalb n lty of the Dalidl,q Oosigdor dor ANSI/TPI 1 Sd<.2. Far no o Inf°rnatlon sod: This Job•^ gamrel notaa Peg:; In-DCG:—.:t.btg.cm; TPI: — tpinst or WTCA: avm.abclndaatr r°'°r° g: y.<; y7^ r,v• Q2. Q 1 s• E 0F i Qe S •••a0•W N• V`• ns! Y A rr A / 20 1 0 FL/-/3/-/-/R/- TC LL 20.0 PSF TC DL 7.0 PSF BC DL 10.0 PSF BC LL 0.0 PSF TOT . LD . 37.0 PSF Scale=.1875"/Ft REF R408 - - 32641 DATE 1 0/2 5 /1 0 DRW HCUSR408 10298031 HC — ENG KD/ YPF SEQN - 63509 DUR . FAC . 1 . 2 5 FROM TN SPAC I NG 24.0" JREF- 1U6C408_ZO5 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS 6 DIMENSIONS) SUBMITTED BY TRUSS MFR. libl-/mIkels Garage AGC1. -- lUtl SKUGtN GI. SANFORD, FL - A5) Top chord 2x4 SP #2 Dense Bot chord 2x4 SP #2 Dense Webs 2x4 SP #3 Roof overhang supports 2.00 psf soffit load. In lieu of structural panels or rigid ceiling use purl ins to brace all flat TC ® 24" OC, all BC a 24" OC. Calculated vertical deflection is 0.60" due to live load and 0.50" due to dead load at X = 14-4-9. 120 mph wind, 15.00 ft mean hgt, ASCE 7-05, CLOSED bldg not located within 4.50 ft from roof edge -CAT II, EXP B, wind TIC DL=4.2 psf, wind BC DL=5.0 psf. Iw=1,00 GCpl(+/-)=0.18 Wind reactions based on MWFRS pressures. Bottom chord checked for 10.00 psf non -concurrent live load. Deflection meets L/240 live and L/180 total load. MWFRS loads based on trusses located at least 7.50 ft. from roof edge. 1 Rxa> 5X8= 1.5X4III 3X4 5X8= I A Y A law 3X8 (Al) = 3X4= H0510= 3X4= 5X6= 3X8 (A1) W_ 5-1-4 3-10-12 5-4-9 5-2-13 5-4-5-1-4 9-0-0 5-4-9 5-2-13 5-4- 9 3-10-12 9 9-0-0 L 9-0-0 _I, 16-0-0 I 9-0-0 I 34-0-0 Over 2 Supports R=1342 U=288 W=8" ,_tt P '- R=1342 U=288 W=8" RL=32/-32 2-1 2 Design Crit: FBC2007Res/TPI-2002(ST' .•' W -IV "••" I, PLT TYP. 20 Gauge HS,Wave FT/RT=20% 0% /10 0 1 V02 2. '• QM 1 FL/-/3/-/-/R/- Scale=.1875"/Ft. WARN ING•• READ AND FOLLOW ALL NOTES ON INIS STALLIMPORTANT•' FURNISH INIS DESIGNREAD ALL CONTRACTORS INCLUDING INSTALLERS, j i TIC ILL 20.0 PSF REF R408 - - 3 2642 Truaaoe Ire oatram ea o In fabrlcatl hentlin ehl Ieq° ng' g, pp ,q, Itatel,ly snt br.tl,q. 'ram t ro l,ow the lecort otlClm ofSCSI(guilt irp Cortponont Sefoty Inforvaclm. by 1P1 ens 'RG) ro TIC DL 7.0 PSF DATE 10/25/10 praC[ leea prior to parrorel,p these fumtl o,n. InaYallOrs ahal.l prwlto tosyorery brecing SCSI • unloea mtad otAo Is- cap chord ahel l-have properly attached atructu-1 ahoething ant bot chordw shell hevo a proPorly atta . rigid callIng. Location. ,Mown for ,ar,arort Iatsre, metre j OF, BC DL 10.0 PSF DRW HCUSR408 10298032 ALP I NEVGmu. she 11 haw bre. Irg InaeeIlad par OCSI soetlons 83. BT or 610. as spplleebio. w ITr Oul lting Coepoeanta Group Ina. (ITRDCG) anal1 not be rmpmalbla far any tovlbtlon Irm I , eny fe liars to ml It cho truaa In conroreenoe with ANSI/TPI 1, ar for handling. shipping. — breaing ar traa,aa. Apply plate, to s— f.cs of traea and poaltian as aha.n .have en„ an tha Data onlsaa mtod oNort,l m. Rofor to Erewinga ISOA-Z for standard plats ,oa l[lor- A sael OR as 0• BC LL 0.0 PSF TOT. LD. 37 .0 PSF HC - ENG KD/WPF SEQN- 63506 1 Bulldin Com ononb. PHaines City, FL 33844 FL COA #0 278ICC. drering or mvor Wg• Ilstlrg <hle Crering. Indleetaa eceoptenco 0 oproroeelone, anglnoarlm. roaponslblittyxlalyfortmdesigneM1own. Tho nuItebll lty end us of this design for eny etrueturo the ra ;—.1bl llty of — Dul 1,11% Doe lgmr per ANSI/TPI 1 Sm.2. For m a In--tion a Thla Job's g— al I oego'glTa-BCG: www.icraco.caa: TPI: www.tPI—t.arg: NrCA: — sbelndaatry.conl p VYY ! Ll Y 25/ 20 1 0 DUR. FAC. 1.25 FROM TH SPACING 24.0 " J REF - l U6C40B_Z05 THIS nWr, POFPAOFn COMA muDI1TFP INDIIT flnenc .. nlueu- -1 nmulTTrn by -11- ucb ki10/-imiKels t3arage Add. -- l09 SKOGEN CT. SANFORD, FL - A6) Top chord 2x4 SP #2 Dense :T2, T3 2x6 SP SS: Bot chord 2x6 SP SS :B1 2x6 SP #2: Webs 2x4 SP #3 Special loads Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC- From 54 pif at -1.33 to 54 pif at 7.00 TC- From 27 pif at 7.00 to 27 plf at 27.00 TC- From 54 pif at 27.00 to 54 pif at 35.33 BC- From 4 pif at -1.33 to 4 pif at 0.00 BC- From 20 pif at 0.00 to 20 pif at 7.03 BC- From 10 plf at 7.03 to 10 pif at 26.97 BC- From 20 plf at 26.97 to 20 plf at 34.00 BC- From 4 plf at 34.00 to 4 pif at 35.33 TC- 195.93 lb Conc. Load at 7.03,26.97 TC- 162.37 lb Conc. Load at 9.06,11.06,13.06,15.06 17.00,18.94,20.94,22.94,24.94 BC- 470.26 lb Conc. Load at 7.03,26.97 BC- 121.92 lb Conc. Load at 9.06,11.06,13.06,15.06 17.00,18.94,20.94,22.94,24.94 Calculated vertical deflection is 0.89" due to live load and 0.75" due to dead load at X = 13-8-9. 8X8= T2 7X8= T3 3X4 2.7 - 2 COMPLETE TRUSSES REQUIRED Nail Schedule:0.128"x3", min. nails Top Chord: 1 Row 012.00" o.c. Bot Chord: 1 Row 012.00" o.c. Webs : 1 Row a 4".o.c. Use equal spacing between rows and stagger nails in each row to avoid splitting. 120 mph wind, 15.00 ft mean hgt, ASIDE 7-05, CLOSED bldg, Located anywhere in roof, CAT II, EXP B, wind TC DL=4.2 psf, wind BC DL=5.0 psf. Iw=1.00 GCpi(+/-)=0.18 Wind reactions based on MWFRS pressures. Roof overhang supports 2.00 psf soffit load. In lieu of structural panels or rigid ceiling use purlins to brace all flat TC ® 24" OC, all BC ® 24" OC. Deflection meets L/240 live and L/180 total load. 8X8 2.7 6X10(A9R)1 7X8 = 8X10 = H0912 = 2X4III 4X10(A1) = n 7-0-0 6-8-9---6-6-13 8-9i1---7-0-0- L 7-0-0 _I, 20-0-0 1 7-0-0 1 34-0-0 Over 2 Supports J R=2916 U=586 W=8" PAR=2916 U=586 W=8" Design Crit: FBC2007Res/TPI-2002(ST PLT TYP. 20 Gauge HS,Wave FT/RT=20% O% 10 0 1O'02. 1 '.QTYVFL/-/3/-/-/R/- Scale=.1875"/Ft. WARNING- READ AND FOLLOW ALL NOTES ON THIS SHEETI IMPORTANT" FURNISH THIS DESIGN TO ALL CONTRACTORS INCLUDING INSTALLERS. a TC LL 20.0 PSF REF R408 - - 3 2643 Tru,aws r,w, Ir..xtr- .ero In febrlcet l,p, ...I Ih.. shlPp long. Inecell Ing - brad,,. ndAz DATE 1 0/25/1 0followth. letost odlt - of DCSI (Building Conp.,pnt Seraty Informtlon, by TPI end MICA) TC DL 7 .0 PSF Pfecticoe prior to p.rforwing Chaco Tunct Ions, Ina[ellore shell provldo towporery bracing DCSI. unload not.d OCporwleo. top chord shall h.- Properly e[tacfwC aV.C<ural shoething a,W bott ha Wt ishallh_ a proporly ettachatl rigid coiling. L... tl.ne shown ror P.rwenont letorel root re In deed-. : F BC DL 10.0 PSF DRW HCUSR408 10298038 she 11 hew brat ing In.to"- por DCSI 83, 87 or 010, ea eppll..bl.. R HC- ENG KD/WPFALPINEITw811lding:Gowohwnt. Group Inc. (ITWBCG) -11 not bo rospon,lblo for shy day letlon fr.w t 1 felluro to:bulld th. true, In canforwanco with ANSI/TPI 1, for hendling, aW 1. A R 1 BC LL 0.0 PSF 71Building bny or shim) g, Inatel reel,g or erne s. Apply pletos to .ech face of truss end po,IClo, os nh..n eb.vo end .n the JoDotelle, unloee"not.d otnerwla.. R.for t. drewings 16OA-Z Tor at.hd.ld plot. positions, A noel on drewingor "'or listing this drewing, Inditeto. WewMW..{w_ TOT . LD . 37.0 PSF SEQN - 63 540 - Coml anenfW Girou m0. E) pogo eccaptohc of prioe 1...I r.aponalbll it,so to ly Tor tho doalgn Thoahwin, sul tebl l Ity end ... of th 1. dos lgn I.r why a Gott. ro In the tThls OUR. FAC . 1.25 FROM TH aReinesCity, FL 33 rospo."%blllty oT tho B.11ding O^.lgnor por ANSIRPI 1 Soc.2. For w.. Inroree<Ion . Job . go,wrww n c a ITW_OCG: www.ltwbcg.cow: TPI:WICA: SPAC 1 NG 24 0 " J REF - 1 U6C408_Z05FLCOA #0278 pogo: -Plnat..rg; - sotlndustry-ow ICC: w.w.I«.ef...rg 25/2010 1157-/Mikels Garage Add. -- 108 SKOGEN CT. SANFORD, FL - EJ7) Top chord 2x4 SP #2 Dense Bot chord 2x4 SP #2 Dense Roof overhang supports 2.00 psf soffit load. In lieu of rigid ceiling use purlins to brace BC 0 24" OC. Deflection meets L/240 live and L/180 total load. 2.7 F- 2X4(Al ) = 7-0-0 Over 3 Supports R=353 U=97 W=8" RL=63 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. 120 mph wind, 15.00 ft mean hgt, ASCE 7-05, CLOSED bidg not locatedwithin4.50 ft from roof ad e, CAT 11, EXP B, wind TC DL=4.2 psf, windBCDL=5.0 psf. Iw=1.00 GCpi?+/-)=0.18 Wind reactions based on MWFRS pressures. Bottom chord checked for 10.00 psf non -concurrent live load. Provide ( 2 ) 16d common nails(0.162"x3.5"), toe nailed at Top chord. Provide ( 2 ) 16d common nails 0.162"x3.5" , toe nailed at Bot chord. R=162 U=71 R=122 U=0 W Design Crit: FBC2007Res/TPI-2002(STDPLTTYP. Wave FT/RT=20% O% /10(0 10 b2. CL TY: 1 FL/-/3/-/-/R/- WARNING•- READ AND FOLLOW ALL NOTES ON THIS SHEETI ESIMPORTANT— FURNISH THIS DESIGN TO ALL CONTRACTORS INCLUDING INSTALLERS. Truss,s TC LL 20.0 PSF r,qulro oatrom taro In febrl cetl rg, hentlllno• ehlppirq, Inatelling ,rq breeing. R Atl follm the latest etlltlm of BCSI (aulltlino Ceepenme Sefoty Infure,tlon. by TPI entl WTG) fo rotyPrectic. ) to TC DL 7.0 PSFPriorparforwlrgcM1eaofunttlore. ImulIo steel) prwlde t° rary bra pe Si. .• Unl o,e netatl ochorw lao. top chortl oh,11 I,— properly aC to , ,truecurel —thln0 E. FIntlbeam • shell hevo ° ProPurly att,Chetl r101tl c1' no, Loeaelona °horn for poro,nenc Ie Cerel rose re lnt V BC DL 10.0 PSFaM1ollhevobrecIngIneCallotlporBCSI ,ectlma B3. B7 or 010, ea applleablo. ALP I NE ITV Bulltling Coepun * Group Inc. (ITTRCG) .hell not be respmalbto fur Iny tlovletlm frm thl any fI. [o bulltl the O RlO .••• BC LL 0.0 PSF Vuaa In confornehm rl[h ANSI RPI 1, .Pr ror h°noling. M pping, In1<elle • rbraInof truaw,. Apply platen co oech feel or Cruses end Poaltlm .. sheen above ,nd m Who JulntDotalunlosenotesothorrlso. Rofer to tlrewings 1BOA-2 for , entle ra plafo pm l<lona. A eoel on ch r •• S ••'••'• p) a TOT. LD . 37.0 PSF l BU"d/np Compon.. Group n0. tlrew l,po town pogo Ilet l,p this tlrawing, Ina leetaa e<copcenCo or profeaalonel onglnmrino. - IVALLi., HainesCity, F' 33eAI FLCOAN0278 for oaponsblllty eololy ror ttq tloalgn .hewn. Tha ,ulteb111ty entl use of this tle,Ign for any , rueWre 1e Wise roapenalblll<y or <ho Bulltling D°°Ignor por ANSI/TPI 1 Soc.2. For 10 o Inroreet,_ ,oe: tTM1la Job'° mtos page: ITW-OCG: m.l<weeg.cm: TPI: wvw.tPlnat.org: WTCA: wv.°b°Intlu°cry.cm: ICC: wrr.ltta.re.erg 1 / TOILS ^OID DUR . FAC . SPACING 1. 25 24. 011 Scale =. 5 /Ft. REF R408-- 32644 DATE 10/25/10 DRW HCUSR408 10298033 HC- ENG KD/WPF SEQN- 63534 FROM TH JREF- 1U6C408_Z05 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. 1,11D/-/MiKels garage ACID. -- IUD ZPKUUCN L.I . JHNrUKU, 1-L' - Top chord 2x4 SP #2 Dense Bot chord 2x4 SP #2 Dense Webs 2x4 SP #3 120 mph wind, 15.00 ft mean hgt, ASCE 7-05, CLOSED bldg, Located anywhere in roof, CAT II, EXP B, wind TC DL=4.2 psf, wind BC DL=5.0 psf. Iw=1,00 GCpi(+/-)=0.18 Wind reactions based on MWFRS pressures. Roof overhang supports 2.00 psf soffit Load. In lieu of rigid ceiling use purlins to brace BC ® 24" OC. Provide ( 2) 16d common naiIs(0.162"x3.5"), toe nailed at Top chord. Provide ( 3) 16d common nails 0.162"x3.5"), toe nailed at Bot chord. Special loads Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1,25) TC- From 0 pif at -1.89 to 54 pif at 0.00 TC- From 2 plf at 0.00 to 2 pif at 9.84 BC- From 0 plf at -1.89 to 4 pif at 0.00 BC- From 2 pif at 0.00 to 2 pif at 9.84 TC- 110.63 lb Conc. Load at 4.24 TC- 220.65 lb Conc. Load at 7.07 - BC- 11.95 lb Conc. Load at 1.41, 1.84 BC- 90.81 lb Conc. Load at 4.24 BC- 168.50 lb Conc. Load at 7.07 Deflection meets L/240 live and L/180 total load. R=34 MID 7-2. 1-1 -10 8-0-0 R=348 U=36 2X4(A1) L,-1-10-10--a..J 5-9-2 4-0-15 9-3-2 "14 9-10-1 Over 3 Supports -11 tR=327 U=90 W=10.564" CSR "P. Design Crit: FBC2007Res/TPI-2002(ST ;' - - •; PLT TYP. Wave FT/RT=20% O% /10 0 10~02, 1 lQTY FL/-/3/-/-/R/- Scare=.5"/Ft. ALPINE WARN ING•• READ AND FOLLOil ALL NOTES ON THIS SHEET IMPORTANT" FURNISH THIS DESIGN TO ALL CONTRACTORS INCLUDING INSTALLERS. Tr...o. ro,-- aacro.o a o In Tabrlmt bq, he,glinp, shipping, Inacalling - br,ting. r,IIm uo I-— ddl tion of SCSI (a, 1 lalno Canpanont Sefocy Info ... c l on, by TPI and WTCA) r earoc prarolcoa prior co pof fora l,p CMso fl,nctlOm. Inscallgra one 11 provltla toaporary br,,I g SCSI. Unla„ naiad atlwr.l,a, tap chard anal) h.va properly .itacnod atruccarel .Iw.ching and hart SHallhaveaproForlyettachodrIgldroiling. Locaclon, sham for pa-...c 1--1 ro,traln anal, I,- bracing Instal lad ,or SCSI -Ions 63. 07 or 610. as applicablo. ITB eollding Coopa,onca Group Inc. (ITNBCG) ,her not ba ra,pon,lbi, for any doulation free c yq any ralluro to build Cho cruse In-tanfornenro with ANSI/TPI 1. or for handling,- ahlpp l,ry, Imtall bracing of t... ,. Apply plate, to ..0 faro of tru„ and posJt,on a, ,nun .ba...nd ah tn. J. e xIG OF ; i C / 1 1 V e•• e w.•N a TC LL 20.0 PSF TC DL 7.0 PSF BC DL 10.0 PSF BC LL 0.0 PSF TOT. LD 37 PSF REF R408 - - 32645 DATE 1 0/2 5 /1 0 DRW HCUSR408 10298037 HC- ENG KD/WPF SEQN- 63537 D-II,. -I... noted --lag. Rorer to tlrasinga 180A-2 for standord plots positions. A aaai on v ` _ 0 DUR . FAC . 1.25 FROM THIBuildingCompongMsGroupfig. Haines Ciry, FL 33i;<la FL COA #0 278 dra.ing ar ea„ r pogo 11-ti,p this draaing. Indic- eeeaptanca of prare„I... I anginaoring raapona lblllty .glory for cho doaign anon. the ,ultablllcy and o or chin doslg, for eny a o 1a the rosponalbl,Ity of cho Building Doaignor par ANSI RPI 1 Soc.2. For no o in,._.tlon m tThlauJob', go rare, Hato, pogo: In-DCG: faa.lcbcg.con: TPI: pan. epin,t.,rg: RCA: .n.. abelntluatry,eon, ICC: -,I .... 1.-0 25 2010 SPACING 24.0" JREF= 1 U6C408_Z05 1157-/Mikels Garage Add. -- 108 SKOGEN CT. SANFORD, FL - CJ Top chord 2x4 SP #2 Dense Bot chord 2x4 SP #2 Dense Roof overhang supports 2.00 psf soffit load. In lieu of rigid ceiling use purlins to brace BC ® 24" OC. Deflection meets L/240 live and L/180 total load. 2.7 r-- 2X4 (Al Lr-- 1 - 4 - 0---J 5-0-0 Over 3 Supports R=282 U=89 W=8" RL=49 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. 120 mph wind, 15.00 ft mean hgt, ASCE 7-05, CLOSED bidg not locatedwithin4.50 ft from roof ed e, CAT II, EXP B, wind TC DL=4.2 psf, windBCDL=5.0 psf. Iw=1.00 GCpi+/-)=0.18 Wind reactions based on MWFRS pressures. Bottom chord checked for 10.00 psf non -concurrent live load. Provide 2 16d common nails 0.162"x3,.5" , toe nailed at Top chord. Provide 2 ) 16d common nails(0.162"x3.5"), toe nailed at Bot chord. R=110 U=48 R=84 U=0 Design Crit: FBC2007Res/TPI-2002(STDPLTTYP. Wave FT/RT=20%(O%)/10 0 10'; WARN ING•' READ AND FOLLOW ALL NOTES ON THIS SHEETI - • IMPORTANT" FURNISH THIS DESIGN TO ALL CONTRACTORS INCLUDING INSTALLERS. _y Truaaoe regal rl extrand ce ro In rabricacing, handling, 1'?lJbWhipping, Inatelll Intl breeing. R dillfoeII. cho letoet atll cI on or SCSI (D.IIdIng Conpone.t Safety Inrornetlon. by TPI end RCA) fo r* TPI precticee prior to perforaln0 th.fo runttlone, Instellora ,hell prow ltlo [e, y bracing pe S1. Unloan mt.d othoroleo, top chord snarl have property attached structural anoecl,lng and boctoeshellhaveaproperlyehttecedrigidceiling. Location, Whom for Pnt I.... later., root rain shell hell breeing Installed per DCSI ioctions 83. 67 or 810. ae IPpllcablo. a ALP I NE ITt Bullding Coepwwote Group Inc. (ITYBCG) .hell not bo responsible for Iny devlltlon free the any re nuro to wild the trues In conrordence .Ich ANSI/TPI 1, er ror hendling. .hlpping. Ina ,, a or" ing7181jildingoferuaees. Apply Plato. to oech face of true, end poalclo, ea ehoan ,bolo Intl en the Joint octal la. unl,,, notetl othii—so. Rofor to dreainge 16DA-Z for Itanderd piece poeltlon.. A ell an th drawing Compono/KBGroupno. or color page Ililting thl, ding. Indite— acceptance of proroad one, engineering. r aponelbiHainesCity FL 33844 FLCOA#0278 nay.ell. Iy ror the deign ehoan. The aultebillty end 100 of chl, doelgn ror any ecr—ro Ie the roeeon. Iblllty of the Bu,lding 0-10.1 Per ANSI/TPI 1 See.2. For m e Inforaatlon sec: Thle Job', gonorel note. Pogo; I10-BCC: ..e,Itrbcg.coo; TPI: n Plnet,org; RTCA: was. abclnduetry.con: ICC: m,,cc, ere.erg 9-1- 13 1- -5 0-0 TY: FL/-/ 3/-/-/R/- Scale=.5"/Ft. TC LL 20.0 PSF REF 11408-= 32646 TC DL 7.0 PSF DATE 10/25/10 nE OF .• BC DL 10.0 PSF DRW HCUSR408 10298034 R Q•.•'` BC LL 0.0 PSF HC-ENG KD/WPF A` TOT. LD. 37.0 PSF SEQN- 63518 DUR.FAC. 1.25 FROM TH 10/25/ 2010 SPACING 24.011 JREF- 1U6C408 ZO5 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS 6 DIMENSIONS) SUBMITTED BY TRUSS MFR. 1157-/Hikels Garage Add. -- 108 SKOGEN CT. SANFORD, FL - Top chord 2x4 SP #2 Dense Bot chord 2x4 SP #2 Dense Roof overhang supports 2.00 psf soffit load, In lieu of rigid ceiling use purlins to brace BC ® 24" OC. Deflection meets L/240 live and L/180 total load, 2.7 r— R=55 U=23 R=45 U=0 2X4(A1) 1-4-0--:J Ij-0-0 Over 3 Support%j I R=217 U=85 W=8ir RL=35 120 mph wind, 15.00 ft mean hgt, ASCE 7-05, CLOSED bldg, Located anywhere in roof, CAT II, EXP B, wind TC DL=4.2 psf, wind BC DL=5.0 psf. Iw=1.00 GCpi(+/-)=0.18 Wind reactions based on MWFRS pressures. Bottom chord checked for 10.00 psf non -concurrent live load. Provide 2 16d common nails((0.162"x3.5" toe nailed at Top chord. Provide 2 ; 16d common nails(0.162"x3.5"' toe nailed at Bot chord. 8-7 0-1 -15 8-0-0 5 Design Crit: FBC2007Res/TPI-2002(ST PLT TYP. Wave FT/RT=2096 0% /10 0 10,t02. 1 :Q FL/-/3/-/-/R/- Scale=.5"/Ft. ALPINE I Building Compononn Group no• Haines City, FL 33844 FL COA #0 278 WARNING•• READ AND FOLLOW ALL NOTES ON THIS SHEET IMPORTANT'• FURNISH THIS DESIGN TO ALL CONTRACTORS INCLUDING ' -INSTALLERS. : Trus.of roqulro .wcr.l.e taro In retirlcaiing. MMling, ehlppl,g. In -al Ilrp e,M brecing. ro rM follow tho letoec .dition or SCSI (Building Caawn— Sef.ty I.nforn.tlon. by TPI end WTCA) it pr..tlte. prior to pofforw lrq chose luntclons. In,[ellore shell prw ld0 torq,orery brae ing BCS1. ; l)nlosI Mtad otherwise. top =Hord dull hev. ProPorlr ac.chod a<ructurat sheathing end booth shell hew a prop.rly et had rigid to,IIng. I.oteclon, shorn for persenent I—rel ...Crain hwo Jp7y, shell ,ng In—liod per BCSI .- — B3. B7 or e1O,... eMI ..b,.. brat ITO Building C.np.nonte Gr P Int. (ITWBCG) shal[Anet W r—p—lblo for do —tier, rre• t shy r.ltaro to Wild the tr— In tonforoanto Itch ANSI/TPI 1, or ror h.ndII"g, .hIPP'dg. Ins<ei 4 acing or frasms. Apply Plated to aeth fee, or crass end Posltl.n e. shown ebovo end on No Jo Dotells, unl.ss notod otherwise. Refs to drawing, 16OA-2 for standard plot. po,itlona. A ao.l on drawing or co r page Ilsti,.g till, drawing. Indltetos eceeptsnto or proros.I.n.I englhoori,q rosponslbll,<y ,ololy for the doalgn shown. Th. salteb111Cy end use or chi. dealgn for any .crattar. le tho r.eponslblIIt, of <ho Ballding Designs por ANSI/TPI 1 S.t.2. For w Infornetlon s This Job's gon.reI n oa peg.: ITN-BCG: www.lc bcg.eoe: TP1: www.tpinsC.orp: WTCA: www.ebelntluaery.te.. 1CC:.•.e. i....r....rg w F nnV A 0.••' ` N Y•N.••• A . /spNA ./ i`II1l 5/201 O TIC LL 20.0 PSF TC OIL 7 . 0 PSF BC DL 10.0 PSF BC LL 0. 0 PSF TOT. LD . 37.0 PSF REF R408-- 32647 DATE 1 0/2 5/ 1 0 DRW HCUSR408 10298035 HC - ENG KD/WPF SEQN - 635 3 1 DUR . FAC . 1.25 FROM TH SPACING 24 .0 " J REF- 1 U6C408 Z05 1157-/Mikels Garage Add. -- 108 SKOGEN CT. SANFORD, FL - CJ1 Top chord 2x4 SP #2 Dense Bot chord 2x4 SP #2 Dense Roof overhang supports 2.00 psf soffit load, In lieu of rigid ceiling use purlins to brace BC 0 24" OC. Deflection meets L/240 live and L/180 total load. R=0 Rw=20 U=15 2.7 r— 0-7- 8-3-12 2X4(A1) = R=12 Rw=18 U=8 1-4-0--J 1-3-4 Over 3 S ports R=188 U=99 W=8" RL=23 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS R DIMENSIONS) SUBMITTED BY TRUSS MFR. 120 mph wind, 15.00 ft mean hgt, ASCE 7-05, CLOSED bldg, Locatedanywhereinroof, CAT II, EXP B, wind TC DL=4.2 psf, wind BC DL=5.0psf. Iw=1.00 GCpi(+/-)=0.18 Wind reactions based on MWFRS pressures. Bottom chord checked for 10.00 psf non -concurrent live load. Provide 2 16d common nails(0.162"x3.5") , toe nailed at Top chord. Provide 2 16d common nails(0.162"0.5"), toe nailed at Bot chord. Design Crit: FBC2007Res/TPI-2002(STPLTTYP. Wave FT/RT=20%(D%)/10 0 WARNING'• READ AND FOLLONO MALLTES ON THIS SHEETI IMPORTANT" FURNISH THIS DESIGN TO ALL CONTRACTORS INCLUDING INSTALLERS, Trusses rapu lro oat roM cero In fabricating, hendling, ahlpplrg, Inst'lling end brat ing. fo11m u. latest odltlon or SCSI (Bu1lding Coeponont Saroty Inforwtlon. by TPI and NTCA) rj r predticoa prior to parforaing thoaa fonctlon°. Inatellore III— p—do togporery brecing $BCCS Uniosa noted 1—Mill. top chord shell hevo properly attached structural sheathing end bet cha hall hevo • properly ect.chod rlgld calling. Locetima ahem for mraenent lateral shell hevo bracing Inatellod per SCSI aottlone 03, B7 or 010, ea appl lceblo. ALP 1 NE ITN Bulldhp Conponanta Group Int. (ITNOCG) shall net bo roapmalblo for eny deviation trm 0 eny felluro to build the truss In cmfornaneo 11" ANSI/TPI 1. or for h—ling, ahIPping. Inert bracing of trusses. Apply plates to oath taco of trues end posit ion e: ohm e. e,W m the Dotelia, anises noted othoralao. Rofor to dreNings 16OA-2 ror stenderd place pm lclone: A eeel 718ulldingCOnlPOnenbGroOdrewingorcoverp.- Ilating this dreaing. Indlcatm accopCenca or profesaimel onglnooring. Pn0. roepmalbll' t, so 101y for the doaign ahoan. Tho Suit— llty e w uaa of this doaign ror eny the atrt Haines Clry FL 33844 the roaponaibi l Ity of Building Do.lgnor por ANSI/TPI / S°e.2. For oo a I.....eelm amus T FLCOAFL 33gonersnormPego: ITN-BCG: m.It 9.cm: TPI: vw.tpinet.org: NTCA: vraa.abclndustry.cm: h is ICC: wwa.lc< se ra.org A P.02 no C II 2. Q 4 a QF a Q aaaeNNa Mae sQ R Q_.&I. 512010 FL/-/ 3/-/-/ R/- TC LL 20. 0 PSF TC DL 7. 0 PSF BC DL 10. 0 PSF BC LL 0. 0 PSF TOT. LD. 37. 0 PSF Scale=.5"/Ft. REF R408-- 32648 DATE 10/25/ 10 0RW HCUSR408 10298036 HC-ENG KD/ WPF SEQN- 63528 DUR. FAC. 1. 25 FROM TH SPACING 24.0" JREF- 1U6C408_Z05 SUPPORT REPORT JOB DESCRIPTION: 1157-/MIKELS GARAGE ADD WIND CODE: ASCE 7-05 WIND MPH: 120 BLDG TYPE: CLOSED TRUSS TRUSS SUPPORT SUPPORT BEARING BEARING REACT. REACT. MAX WIND TRUSS DESC SPAN-ft SIZE -in. TYPE XLOC-ft. YLOC-ft. MAX.+# MAX.-# UPLFT.-# PROFILE Al 34.000 8.000 WALL 0.000 8.000 1342 287 Al 34.000 , 8.000 WALL 33.333 8.000 1342 287 A2 34.000 8.000 WALL 0.000 8.000 1342 287 A2 34.000 8.000 WALL 33.333 8.000 1342 287 A3 34.000 8.000 WALL 0.000 8.000 1342 288 A3 34.000 8.000 WALL 33.333 8.000 1342 288 A4 34.000 8.000 WALL 0.000 8.000 1342 288 A4 34.000 8.000 WALL 33.333 8.000 1342 288 AS 34.000 6.000 WALL 0.000 8.000 1342 288 AS 34.000 8.000 WALL 33.333 8.000 1342 288 A6 34.000 8.000 WALL 0.000 8.000 2916 586 A6 34.000 8.000 WALL 33.333 8.000 2916 586 CJ1 1.271 8.000 1.271 1.500 WALL NAILED 0.000 1.271 8.000 8.000 188 12 99 8 CJ1 CJ1 1.271 1.500 NAILED 1.271 8.314 0 15 CJ3 3.000 8.000 WALL 0.000 8.000 217 85 CJ3 3.000 1.500 NAILED 3.000 8.000 45 0 CJ3 3.000 1.500 NAILED 3.000 8.703 55 23 CJ5 5.000 8.000 WALL 0.000 8.000 282 89 CJ5 5.000 1.500 NAILED 5.000 8.000 84 0 CJ5 5.000 1.500 NAILED 5.000 9.153 110 48 EJ7 7.000 8.000 WALL 0.000 8.000 353 97 EJ7 7.000 1.500 NAILED 7.000 8.000 122 O EJ7 7.000 1.500 NAILED 7.000 9.603 162 71 HJ9 9.837 10.564 WALL 0.000 8.000 327 90 9.837 1.500 NAILED 9.837 8.000 348 36 7 1.500 NAILED 9.837 9.593 34---------------20 tw- v O co -7: O O r , CLB WEB BRACE SUBSTITUTION THIS DETAIL IS TO BE USED WHEN CONTINUOUS LATERAL BRACING (CLB) IS SPECIFIED ON A TRUSS DESIGN BUT AN ALTERNATIVE WEB BRACING METHOD IS DESIRED. NOTES: THIS DETAIL 1S ONLY APPLICABLE FOR CHANGING THE SPECIFIED CLB SHOWN ON SINGLE PLY SEALED DESIGNS TO T—BRACING OR SCAB BRACING. ALTERNATIVE BRACING SPECIFIED IN CHART BELOW MAY BE CONSERVATIVE, FOR MINIMUM ALTERNATIVE BRACING, RE —RUN DESIGN WITH APPROPRIATE BRACING. WEB MEMBER SPECIFIED CLB ALTERNATIVE BRACING SIZE BRACING T OR L—BRACE SCAB BRACE 2X3 OR 2X4 1 ROW 2X4 1-2X4 2X3 OR 2X4 2 ROWS 2X6 2-2X4 2X6 1 ROW 2X4 1-2X6 2X6 2 ROWS 2X6 2-2X4(*) 2X8 I ROW 2X6 1-2X8 2X8 2 ROWS 2X6 2-2X6(*) T—BRACE, L—BRACE AND SCAB BRACE TO BE SAME SPECIES AND GRADE OR BETTER THAN WEB MEMBER UNLESS SPECIFIED OTHERWISE ON ENGINEER'S SEALED DESIGN. CENTER SCAB ON WIDE FACE OF WEB. APPLY (1) SCAB TO EACH FACE OF WEB. T-BRACING OR T—BRACE \ L-BRACING: OR L—BRACE APPLY TO EITHER SIDE OF WEB NARROW FACE. ATTACH WITH 10d BOX OR GUN 0.128"x 3.' MIN) NAILS. AT 6" O.C. BRACE IS A \ MINIMUM 80% OF WEB \ MEMBER LENGTH T—BRACE L—BRACE SCAB BRACING APPLY SCAB(S) TO WIDE FACE OF WEB. NO MORE THAN (1) SCAB PER FACE. ATTACH WITH 10d BOX OR GUN 0.128"x 3.",MIN) NAILS. AT 6" O.C. BRACE IS A MINIMUM 80% OF WEB MEMBER LENGTH SCAB WARNING- READ AND FOLLOW ALL NOTES ON THIS SHEEP! - • Trusses require extreme care in fabricating. handling. shipping, installing and bracing. Refer and fallow uC51 (Building Component Salety Information. by TPI and WTCA) for safely practices prior to dorm it these function-. Installer, shall provide temporary bracing per BCSL Unless paled oth—Ia top hJd shall have properly attached aI,acl...I panel. and bottom chard shell have properly oito d id. ceiling. i.ocntions shown for permanent leleral restraint of xebe ;hell have bracing install- rY+,C sections B3 k BT. See this job's general note, page for more information. S NO. 22g3$ TC LL PSF TIC DL PSF BC DL PSF REF CLB SUBST. DATE 1/1/09 DRIVG BRCLBSUB0109 Buildng Components Gmup Inc. IMPORTANT•• FURNISH COPY OF THIS DESIGN TO INSTALLATION CONTRACTOR. !! ITW Building corn pane. t, Group Inc. (ITWUCG).shall not be responsible for any deviation from I>•i any failure to build the free. in conf—umee with TPI, or fabricating. handling, shipping. lost. bracing of trusses. ITWOCG connector plates are made of 20/18/10GA (W,li/S/K) ASTAI A653 gra • K/W/H.S) gal,-. steel. Apply plates to each face of truss, positioned as shown above end on Join A seal an ibis drawing or cover page Indicates acceptance end professional engineering rcaponsibil of far the truss component design shown. The Til lty and use of /his campanenl for any buildingan11 apsibility of the Building Designer per ANST/T/TPIPI 1 Sec. 2. F j sf• O ,® ••• v..• N•• v BC LL PSF TOT. LD . PSF DUR. FAC Earth C4, MO 63045 ITW-DCG: w itwbcg.cum: TPI: w—Apinst.com: W`PCA. www.abcindu3ti-y.com:.. ]CC: www.Icesule.org SPAGiN r Florida Building Code Online Pagel of 2 K X, BCIS Home Log -In User Registration Hot Topics Submit Surcharge Stats & Facts Publications FBC Staff BCIS Site Map Links ( Search y I . M Proct Approval MtyyUSER:- Pudublic User4P E. B7 d ^.„ •g Product Aoproval Menu > Product or Application Search > Application List > Application Detail FL # FL10124-R3 y . Application Type Revision S Yt C 1 tat " I Code'Version 2007 Application Status Approved Comments Archived Product Manufacturer Address/Phone/Email Authorized Signature Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Subcategory Compliance Method Florida Engineer or Architect Name who developed the Evaluation Report Florida License Quality Assurance Entity Quality Assurance Contract Expiration Date Validated By Certificate of Independence Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By GAF Materials Corporation 1361 Alps Road Wayne, NJ 07470 973)872-4421 lindareith@trinityerd.com Beth McSorley lindareith@trinityerd.com Beth McSorley 1361 Alps Road - Bldg 11-1 Wayne, NJ 07470 973),872-4421 BMcSorley@gaf.com Roofing Asphalt Shingles Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer Evaluation Report - Hardcopy Received Robert Nieminen PE-59166 Underwriters Laboratories Inc, 06/11/2011 John W. Knezevich, PE v ValidationChecklist- Hardcopy Received FL10124 R3 COI Trinity ERD CI - Nieminen.odf, Standard ASTM D3161 (Class F) ASTM D3462 ASTM D7158 (Class H) Year 2063 2004 2005 http:// www.floridabuilding.oriz/-Dr/pr_ap p dtl.aspx?param=wGEVXQwtDquracB eVCbd... 12/ 16/2010 Florida Building Code Online Page 2 of 2 Sections from the Code Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved Method 1 Option D 09/07/2010 09/07/2010 09/13/2010 10/13/2010 Summary of Products FL # JFModel, Number or Name Descriptions 10124.1 GAF -ELK Asphalt Roof Shingles Fiberglass reinforced 3-tab, laminated, 5-tab and hip/ridge asphalt shingles Limits of Use Installation Instructions .. Approved for use in HVHZ: No FL10124 R3 II er08162010FINAL GAF FL10124- R3 Asphalt Shin Iqes.pdfApprovedforuseoutsideHVHZ: Yes Impact Resistant: N/A Verified By: Robert Nieminen PE-59166 Design Pressure: N/A Created by Independent Third Party: Yes Other: Refer to ER, Section 5. Evaluation Reports FL10124 R3 AE er08162010FINAL GAF FL10124- R3 Asphalt Shingles.pdf Created by Independent Third Party: Yes Back Next Department of Community Affair's Florida Building Code Online Codes and. Standards 2555 Shumard Oak Boulevard Tallahassee, Florida 32399-1100 850) 487-1824, Fax (850)414-8436 2000-2010 The State of Florida. All rights reserved. Privacy Statement I Copyright Statement I Accessibility Statement I Plug-in Software I Customer Service Survey I Contact Us Product Approval Accepts: eChe2Y. -,k® securitv.nerwcswve..Fll d http://www. floridabuilding.orci/pr/pr_app_dtl.aspx?param=wGEVXQwtDquraeBeVCbd... 12/16/2010 EVALUATION REPORT GAF Materials Corporation 1361 Alps Road, Building 7-3 Wayne, N3 07470 EXTERIOR RESEARCH & DESIGN, LLC. Certificate of Authorization #9503 353 CHRISTIAN STREET, UNIT #13 OXFORD, CT 06478 PHONE: (203) 262-9245 FAX: (203) 262-9243 Evaluation Report 01506.01.08-114 FL10124-R3 Date of Issuance: 01/03/2008 Revision 4: 08/16/2010 SCOPE: This Evaluation Report is issued under Rule 9B-72 and the applicable rules and regulations governing the use of construction materials in the State of Florida. The documentation submitted has been reviewed by Robert Nieminen, P.E. for use of the product under the Florida Building Code and Florida Building Code, Residential Volume. The products described herein have been designed to comply with the 2007 FBC and 2007 FBC Residential Volume sections noted herein. DESCRIPTION: GAF -ELK Asphalt Roof Shingles LABELING: Each unit shall bear labeling in accordance with the requirements the Accredited Quality Assurance Agency noted herein. CONTINUED COMPLIANCE: This Evaluation Report is valid until such time as the named product(s) changes, the referenced Quality Assurance documentation changes, or provisions of the Code that relate to the product change. Acceptance of this Evaluation Report by the named client constitutes agreement to notify Robert Nieminen, P.E: if the product changes or the referenced Quality Assurance documentation changes. TrinityJERD requires a complete review of this Evaluation Report relative to updated Code requirements with each Code Cycle. ADVERTISEMENT: The Evaluation Report number preceded by the words "TrinityiERD Evaluated" may be displayed in advertising literature. If any portion of the Evaluation Report is displayed, then it shall be done in its entirety. INSPECTION: Upon request, a copy of this entire Evaluation Report shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This Evaluation Report consists of pages 1 through 4. Prepared by: Robert J.M. Nieminen, P.E. Florida Registration No. 59166, Florida DCA ANE1983 The facsimile seal appearing was authorized by Robert Nieminen, P.E. on 08/16/2010 This does not serve as an electronically signed document. Signed, sealed hardcopies have been transmitted to the Product Approval Administrator and to the named client CERTIFICATION OF INDEPENDENCE: 1. TrinityiERD does not have, nor does it intend to acquire or will it acquire, a financial interest in any company manufacturing or distributing products it evaluates. 2. TrinityiERD is not owned, operated or controlled by any company manufacturing or distributing products it evaluates. 3. Robert Nieminen, P.E. does not have nor will acquire, a financial interest in any company manufacturing or distributing products for which the evaluation reports are being issued. 4. Robert Nieminen, P.E. does not have, nor will acquire, a financial interest in any other entity involved in the approval process of the product. 7 l TRINITY (ERD ROOFING SYSTEMS EVALUATION: 1. SCOPE: Product Category: Roofing Sub -Category: Asphalt Shingles Compliance Statement: GAF -ELK Asphalt Roof Shingles, as produced by GAF Materials Corporation, have demonstrated compliance with the following sections of the Florida Building Code and Florida Building Code, Residential Volume through testing in accordance with the following Standards. Compliance is subject to the Installation Requirements and Limitations / Conditions of Use set forth herein. 2. STANDARDS: Section Property Standard Year 1507Z5, R905.2.4 Physical Properties ASTM D3462 2004 1507.2.5, 1507.2.10, Wind Resistance ASTM D3161, Class F 2003 R905.2.4.1, R905.2.6.1 1507.2,10, R905.2.6.1 Wind Resistance ASTM D7158, Class H 2O05 3. REFERENCES: Entity Examination Reference Date PRI(TST 5878) ASTM D3462 GAF-059-02-01 09/02/2004 PRI(TST 5878) ASTM D3462 GAF-080-02-01 05/25/2005 UL(TST 1740) ASTM D3462 93NK6295 11/29/1993 UL(TST 1740) ASTM D3462 99NK43835 01/12/2000 UL(TST 1740) ASTM D3462 01NK06632 02/02/2001 UL(TST 1740) ASTM D3161 01NK9226 05/21/2001 UL(TST 1740) ASTM D3161 01NK37122 12/18/2001 UL(TST 1740) ASTM D3462 01NK37122 12/19/2001 UL(TST 1740) ASTM D3161 02NK12980 04/10/2002 UL(TST 1740) ASTM D3161 02NK30871 09/09/2002 UL(TST 1740) ASTM D3161 03CA5367 03/11/2003 UL(TST 1740) ASTM D3462 03NK26444 10/17/2003 UL(TST 1740) ASTM D3462 04NK13850 06/07/2004 UL(TST 1740) ASTM D3161 04NK13850 06/23/2004 UL(TST 1740) ASTM D3161 04NK30546 03/10/2005 UL(TST 1740) ASTM D3462 04NK22009 65/06/2005 UL(TST 1740) ASTM D3161 04NK22009 05/09/2005 UL(TST 1740) ASTM D3462 05NK27924 02/10/2006 UL(TST 1740) ASTM D3161 05NK27924 02/11/2006 UL(TST 1740) ASTM D3161,ASTM D3462 06CA18077 06/05/2006 UL(TST 1740) ASTM D3161,ASTM D3462 06CA18074 06/16/2006 UL(TST 1740) ASTM D3161,ASTM D3462 06CA35251 10/18/2006 UL(TST 1740) ASTM D3462 06CA31603 12/01/2006 UL(TST 1740) ASTM D3161,ASTM D3462 06CA41095 12/27/2006 UL(TST 1740) ASTM D3161 07NK05228 03/13/2007 UL(TST 1740) ASTM D3161 06CA31611 04/04/2007 UL(TST 1740) ASTM D3161 06CA61148 04/09/2007 UL(TST 1740) ASTM D3161,ASTM D3462 07CA31742 11/08/2007 UL(TST 1740) ASTM D3161,ASTM D3462 08CA06100 03/13/2008 UL(TST 1740) ASTM D3161,ASTM D3462 07CA55908 04/01/2008 UL(TST 1740) ASTM D3161,ASTM D3462 09NK06647 08/01/2009 UL(TST 1740) ASTM D3161,ASTM D3462 09CA27281 08/27/2009 UL(TST 1740) ASTM D3161,ASTM D3462 10CA13686 05/15/2010 UL (QUA 1743) Quality Control R21 Current UL (QUA 1743) Quality Control R3915 Current Exterior Research and Design, LLC. Evaluation Report 01506.01.08-1114 Certificate of Authorization #9503 FL10124-1113 Revision 4: 08/16/2010 Page 2 of 4 4. PRODUCT DESCRIPTION: 4.1 Royal Sovereign is a fiberglass reinforced, 3-tab asphalt roof shingles.. 4.2 Camelot, Camelot 30, Capstone, Country Mansion, Grand Canyon, Grand Sequoia; Grand Slate, Grand Timberline, Timberline ArmorShield II, Timberline Natural Shadow, Timberline Prestique Grande, Timberline Prestique 30 / Timberline 30, Timberline Prestique 40 / Timberline 40 / Timberline Cool Series, Timberline Prestique Lifetime / Timberline Ultra, and Timberline Majestic 30 are fiberglass reinforced, laminated asphalt roof shingles. 4.2 Slateline is a fiberglass reinforced, 5-tab asphalt roof shingle. 4.3 Seal -A -Ridge, Seal -A -Ridge Armorshield, Ridglass Hip & Ridge, Timbertex and Universal Ridge Cap are fiberglass reinforced, hip and ridge asphalt roof shingles. 4.4 ProStart Starter is a starter strip for asphalt roof shingles. 5. LIMITATIONS: 5.1 This Evaluation Report is not for use in the HVHZ 5.2 Fire Classification is not part of this Evaluation Report; refer to current Approved Roofing Materials Directory for fire ratings of this product. 5.3 Wind Classification: 5.3.1 All GAF shingles noted herein are Classified in accordance with FBC Tables 1507.2.10 and R905.2.6.1 to ASTM D3161, Class F or ASTM D7158, Class H, indicating the shingles are acceptable for us in all wind zones up to 150 mph. Refer to Section 6 for installation requirements to meet this wind rating. 5.3.2 Classification by this method applies to buildings less than 60 feet high and with Wind Exposure B and C only in an Occupancy Category of I or II. 5.3.3 For buildings falling outside the constraints in 5.3.1 or 5.3.2, calculations by a qualified design professional in accordance with UL2390 / ASTM D7158 / ASCE 7 may be conducted for the specific project with data for the specific shingle. Contact the shingle manufacturer for data specific to each shingle. 5.3.4 All GAF hip & ridge shingles noted herein have been evaluated in accordance with ASTM D3161, Class F.. Refer to Section 6 for installation requirements to meet this wind rating. 5.5 All products in the roof assembly shall have quality assurance audit in accordance with the Florida Building Code and F.A.C. Rule 9B-72. 6. INSTALLATION: 6.1 Underlayment: 6.1.1 Underlayment shall be acceptable to GAF/ELK and shall hold current FBC Approval, or be Locally Approved per Rule 9B-72, per FBC Sections 1507.2.3 and/or 1507.2.4. Exterior Research and Design, LLC. Evaluation Report 01506.01.08-R4 Certificate of Authorization #9503 FL10124-R3 Revision 4: 08/16/2010 Page 3 of 4 6.2 Asphalt Shingles: 6.2.1 Installation of asphalt shingles shall comply with the manufacturer's current published instructions, but not less than four (4) fasteners per shingle in accordance with the requirements of FBC Section 1507.2 or FBC Residential Volume Section R905.2, with the following exceptions: Camelot and Camelot 30 require min. five (5) fasteners per shingle Timberline Prestique Grande requires min. six (6) fasteners per shingle. 6.2.2 Fasteners and fastener placement shall be in accordance with manufacturer's current published installation instructions. 6.2.3 Where the roof slope exceeds 20 units vertical in 12 units horizontal (166-percent slope), special methods of fastening are required. 6.3 Hip & Ridge Shingles: 6.3.1 Installation of Ridglass Hip & Ridge asphalt shingles shall comply with the manufacturer's current published instructions with a minimum two (2) fasteners per side and asphalt roofing cement. 6.3.2 Installation of Universal Ridge Cap asphalt shingles shall comply with the manufacturer's current published instructions with a minimum two (2) fasteners per shingle. 6.3.3 Installation of Seal -A -Ridge and Seal -A -Ridge Armorshield asphalt shingles shall comply with the manufacturer's current published instructions with a minimum four (4) fasteners per shingle. 6.3.4 Installation of Timbertex Ridge Cap asphalt shingles shall comply with the manufacturer's current published instructions with a minimum two (2) fasteners per shingle and beads of Sonneborn NP1 Gun Grade Polyurethane Sealant or Henkel PL Urethane Sealant. 7. LABELING: Each unit shall bear a permanent label with the manufacturer's name, logo, city, state and logo of the Accredited Quality Assurance Agency noted herein. S. BUILDING PERMIT REQUIREMENTS: As required by the Building Official or Authority Having Jurisdiction in order to properly evaluate the installation of this product. 9. MANUFACTURING PLANTS: Contact the named QA entity for information on which plants produce products covered by Florida Rule 9B-72 QA requirements. 10. QUALITY ASSURANCE ENTITY: Underwriters Laboratories — QUA1743 847) 664-3281 END OF EVALUATION REPORT - Exterior Research and Design, LLC. Evaluation Report 01506.01.08-1114 Certificate of Authorization #9503 FL10124-113 Revision 4: 08/16/2010 Page 4 of 4 PERMIT # I - <A-1 PROJECT ADDRESS t 0 S EIVED 7BY: 2 Y 2011 REVISION DATE ' CONTRACTOR PHONE # CONTACT PERSON a %r U DESCRIPTION OF REVISION UTILITY DEPT FIRE PREVENTION PLANNING BUILDING 3 j FAX # J ITW Building Components Group, In 1950 Marley Drive Haines City, FL 33844 Florida Engineering Certificate of Authorization Number: 0 278 j Florida Certificate of Product Approval # FL 1999 i Page I of 1 Document ID: I U8H408-Z0310142529 Truss Fabricator: Accu-Span Truss Conpany Job Identification: 1157=/Nikels Garage Add. -- 108 SKOGEN CT. SANFORD, FL Truss Count: 11 ModelCode: Florida Bu i I d i ng Code 2007 and 2009 Supp 1 enent Truss Criteria: FBC2007Res/TPI-2002(STD) Engineering Software: A I p i ne Software, Uers i on 10.02. Structural Engineer of Record: The identity of the structural FOR did not exist as of Address: the seal date per section 61G15-31.003(5a) of the FAC Minimum Design Loads: Roof - 37.0 PSF @ 1.25 Duration Floor - N/A Wind - 120 MPH ASCE 7-05 -Closed Notes: 1. Determination as.to the suitability of these truss components for the structure is the responsibility of the building designer/engineer of record, as defined in ANSI/TPI 1 2. The drawing date shown on this index sheet nustl/ ch the date shown on the individual truss conponent drawing. ` k 3. As shown on attached drawings; the drawing'nunber is p eceded by: HCUSR408 Details: p F E r s•4P..,It y. No- 22839 TE OF a Rjo •••• SS pNAL 01/ 10/2011 WalterP. Finn Truss Design Engineer- 1950 Marley Drive Haines City, FL 33844 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. 1157-/Mikels Garage Add. -- lO8 SK(JGEN CI. SANFORD, FL - Al) Top chord 2x4 SP #2 Dense Bot chord 2x4 SP #1 Dense :62 2x4 SP #2 Dense: Webs 2x4 SP #3 Roof overhang supports 2.00 psf soffit load. In lieu of rigid ceiling use purlins to brace BC @ 24" OC. Bottom chord checked for 10.00 psf non -concurrent live load. MWFRS loads based on trusses located at least 15.00 ft. from roof edge. 5X6= 120 mph wind, 15.00 ft mean hgt, ASCE 7-05, CLOSED bldg, not located within 4.50 ft from roof edge, CAT II, EXP B, wind TIC DL=4.2 psf, wind BC DL=5.0 psf. Iw=1.00 GCpi(+/-)=0.18 Wind reactions based on MWFRS pressures. Truss passed check for 20 psf additional bottom chord live load in areas with 42"-high x 24"-wide clearance. Deflection meets L/240 live and L/180 total load. 4X6(A2) = 4X6(A2) 1 0 1 0 L 17-0-0 _I_ 17-0-0 fE 34-0-0 Over 2 Supports R=1398 U=78 W=8" RL=144/-144 P. P'/. w R=1398 U=78 W=8" 5-11-15 Design Crit: FBC2007Res/TPI-2002 TD)? PLT TYP. Wave FT/RT=20%(O%)/10( : 10 N"2 .2A TY:3 Scale=.1875"/Ft. WARNING"LLBCSITRU(BUILOSSES ENGICOMPoNENTRE ESAFETYCAREIIINFORMATION)N PUBLIDSHED BYSTPIPI(TRUSSSPLAT NTALL ANDTu?EC121G8 1® F L/-/3/-/-/R/- TC LL 20.0 PSF REF R408 - - 2 69 1 1 NORTH LEE STREET, SUITE 312, ALEXANDRIA, VA, 22314) AND WTCA (WOOD TRUSS COUNCIL OF E*A,. 6300 I DATE 0 1 / 1 0/ 1 1 ALP I N E ENTERPRISE " ME, MADISON, WI 53]19) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FU -: IONS. • UNL S OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM RD SHII= : A PROPERLY ATTACHED RIGID CEILING. IMPORTANT" FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITII BCG. L T BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSS IN COME O TPI; OR FABRICATING. HANDLING. SHIPPING, INSTALLING & BRACING OF TRUSSES. ••.• DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS (NATIONAL DESIGN SPEC. BY AF&PA) AND TPI. I CONNECTOR PLATES ARE MADE OF 20/18/16GA (W.H/SS/K) ASTM A653 GRADE 40/60 (W, K/H.SS) GALV. STEE TE O F Q R ••• O WW••.••• W TC D L 7 . 0 PSF BC DL 10.0 PSF BC LL 0.0 PSF TOT LD 3 7.0 PSF DRW HCUSR408 11010001 HC - ENG DR/WP F S EQN - 3 3 450 PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWIN GS y 0 DUR . FAC . 1.25 FROM TH 1 BuildingcomponentsGroupnQ. Haines City, FL 33844 FL COA # 0 278 ANY INSPECTION OF PLATES FOLLOWED BY (I) SHALL BE PER ANNEX AJ OF TPI1-2002 SEC.3. A SEAL ON DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONEN DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2. 0 1/1 0/20 1 1 SPAC I NG 2 4 . 0 " J REF - 1 U8H408 Z03 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. I-Ib/-/MIKeIS barage AOa. -- IUU JRUbtN 61. JAIVYUKU, hL - AZ) Top chord 2x4 SP #2 Dense Bot chord 2x4 SP #2 Dense Webs 2x4 SP #3 Roof overhang supports 2.00 psf soffit load. In lieu of structural panels or rigid ceiling use purlins to brace all flat TIC @ 24" OC, all BC @ 24" OC. MWFRS loads based on trusses located at least 15.00 ft. from roof edge. 5X6= 5X6= 120 mph wind, 15.00 ft mean hgt, ASCE 7-05, CLOSED bldg, not located within 4.50 ft from roof edge, CAT II, EXP B, wind TICDL=4.2 psf, wind BC DL=5.0 psf. Iw=1.00 GCpi(+/-)=0.18 Wind reactions based on MWFRS pressures. Bottom chord checked for 10.00 psf non -concurrent live load. Deflection meets L/240 live and L/180 total load. VJ 3X6(A1) = y" — 3X6(Al ) 15-0-0 _1_ 4-0-0 _I_ 15-0-0 _1 34-0-0 Over 2 Supports R=1330 U=78 W=8" `' R=1330 U=78 W=8" RL=129/-129 V •..••••••., f 5-3 15 Design Crit: FBC2007Res/TPI-200 TDj-• ; V. P,LT TYP. Wave FT/RT=20%(O%)/1O( ) % 1 .2A %TY:1 FL/-/3/-/-/R/- Scale=.1875"/Ft. ALPINE 71Building RARNING"" TRUSSES REQUIRE EXTREME CARE IN FABRICATION. HANDLING, SHIPPING, INSTAL , G AND $RACING. REFER TO SCSI (BUILDING COMPONENT SAFETY INFORMATION), PUBLISHED BY TPI (TRUSS PLA' IN TIT•TE. 218 NORTH LEE STREET, SUITE 312, ALEXANDR IA, VA, 22314) AND MTCA (N000 TRUSS COUNCIL OF DO ENTERPRISE LANE. MADISON. NI 53]19) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE F T S.N UN SS OTHERWISE INDICATED TOP CHORD SMALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND ED, HORD SOLL A PROPERLY ATTACHED RIGID CEILING. - • IEPORTANT"*FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITN MG. L.NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO BUILD THE TRUSS IN COMF 1 TPI: OR FABRICATING. HANDLING, SHIPPING. INSTALLING N BRACING OF TRUSSES. ••• DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPEC, BY AFBPA) AND TPI. CONNECTOR PLATES ARE MADE OF 20/18/16GA (N,N/SS/X) ASTM A653 GRADE 40/60 (W. N/H,SS) GALV. STI PLATESTOEACHFACEOFTRUSSAND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRANIN TE 0 F %Q Ly 1Q ••• ` 1. - 1. 7 TIC L L TIC DL BC DL BC LL TOT . LD . 20. 0 PSF 7. 0 PSF 10. 0 PSF 0. 0 PSF 37. 0 PSF REF R408 - - 26912 DATE 01 / 1 0/ 1 1 DRW HcusRaos iioi000z HC - ENG DR/WPF S EQN - 33463 DU R . FAC . 1.25 FROM TH ComponentsGroupnc. Haines City, FL 33844 FLCOA90278 ANY INSPECTION OF PLATES FOLLOWED BY (I) SHALL BE PER ANNEX A3 OF TP11-2002 SEC.3. A SEAL DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS. COMPO DE IGNNSHOWN. ANDUSE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE DESIGNERTHE ERSUITABILITY2. M W A` 0I/10/ 2011 SPACING 24.0" JREF- 1U8H408_ZO3 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. I ID/-/WII K@IS uarage moo. -- IU8 JnUULIW %,I J/41Nr UKU, rL - AS) Top chord 2x4 SP #2 Dense Bot chord 2x4 SP #2 Dense Webs 2x4 SP #3 Roof overhang supports 2.00 psf soffit load. In lieu of structural panels or rigid ceiling use purlins to brace all flat TIC@ 24" OC, all BC @ 24" OC. MWFRS loads based on trusses located at least 7.50 ft. from roof edge. 5X6= 5X8= 120 mph wind, 15.00 ft mean hgt, ASCE 7-05, CLOSED bldg, not located within 4.50 ft from roof edge, CAT II, EXP B, wind TICDL=4.2 psf, wind BC DL=5.0 psf. Iw=1.00 GCpi(+/-)=0.18 Wind reactions based on MWFRS pressures. Bottom chord checked for 10.00 psf non -concurrent live load. Deflection meets L/240 live and L/180 total load. 8-0-0 3X6 (A1) 13-0-0 Inv— ,/nv= , • "••' "' 3X6(A1) 1W 1_ 8-0-0 _1- 13-0-0 _1 34-0-0 Over 2 Supports R=1330 U=277 W=8" P R=1330 U=277 W=8" RL=114/-114 t /1SAI . 4-7 15 Design Crit: F13C2OO7Res/TPI-2OO ST'ff v- - c "'% 1116 PLT TYP. Wave FT/RT=20%(O%)/10 ) j 1 02 14. ? QTY:1 FL/-/3/-/-/R/- Scale=.1875"/Ft. REEFAERNTo BCSITRU(BUILDIINGREQUIRECOMPONENTEXTREMESAFETYIIINFORMATION)N PUBLISHED BYSHIPPING, (TRUSSSPA' ENINSTIUTEC1218 • _ TC LL 20 . 0 PSF T. REF R408-- 26913 ENTERPRISE," ENORTH LE ETMADISON31WIAL53I19)I FORVSAFETYI RACTIICESCPR IOROD TR SS TTO PERFORMINGNCILTHESENARNq. UNLES. OTHERWISE INDICATEDTOPCHORDSHALLHAVEPROPERLYATTACHEDSTRUCTURALPANELSANDBOTTC02HALLATICD L 7.0 PSF DATE 01 / 1 0/ 1 1 A'PROPERLY ATTACHED RIGID CEILING. BC DL PSF DRW HCUSR408 11010003 10.0IIIPORTANT'FURNISX A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. Il'I! BC f& L N E I ALPINE BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO BUILD THE TRUSS IN C FT j}v'( TH Lam/ BC LL 0.0 PSF HC - ENG DR/WP F TPI; ORFABRICATING. HANDLING. SHIPPING. INSTALLING & BRACING OF TRUSSES. • . DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF AIDS (NATIONAL DESIGN SPEC. BY AF&PA) AND TP W' CONNECTOR PLATES ARE MADE OF 20/18/16W (N,H/SS/&) ASTM A653 GRADE 40/60 (N. K/H.SS) GALV. L V 'NW •', TOT . LD . 3 7.0 PSF SEQN - 3 3460 PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN. POSI TIDN PER DRA MW• 1 Building Components Group ne. ANY INSPECTION OF PLATES FOLLONED BY (1) SHALL BE PER ANNEX A3 OF TPII-2002 SEC.3. A SE ^ DU R . FAC . 1.25 FROM TH DRAWING INDICATESACCEPTANCEOFPROFESSIONALENGINEERINGRESPONSIBILITYSOLELYFORTHETRUSSCJ Haines City, 1 L 33844 DESIGN SHOESIGNERTHE ERSUITABILITI ANDUSE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY 0 O I/ O/O FLCOA90278 2. SPACING 24.0" JREF- 1U8H408_ZO3 THISDWGPREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. llb/-/ MIKels barage AaC1. -- IVGS JRVlorl'J %,I. JANrVKU, ri - A4) Top chord 2x4 SP #2 Dense Bot chord 2x4 SP #2 Dense Webs 2x4 SP #3 Roof overhang supports 2.00 psf soffit load. In lieu of structural panels or rigid ceiling use purlins to brace all flat TIC @ 24" OC, all BC @ 24" OC. MWFRS loads based on trusses located at least 7.50 ft. from roof edge. 6X6= 1.5X4III 120 mph wind, 15.00 ft mean hgt, ASCE 7-05, CLOSED bldg, not located within 4.50 ft from roof edge, CAT II, EXP B, wind TC DL=4.2 psf, wind BC DL=5.0 psf. Iw=1.00 GCpi(+/-)=0.18 Wind reactions based on MWFRS pressures. Bottom chord checked for 10.00 psf non -concurrent live load. Deflection meets L/240 live and L/180 total load. C* - m 3X6( A1) = -1— — 3X6( Al ) 1w- 1 0 I_ 11-0-0 _I_ 12-0-0 ,I, 11-0-0 _I jc 34-0-0 Over 2 Supports -wrVVA.- —I R= 1330 U=278 W=8" RL= 99/-99 II • [+ R=1330 U=278 W=8" Design Crit: FBC2007Res/TPI-200 TD• PLT TYP. Wave FT/RT=20%(0%)/10 ; 10 ;_M.2A. TY:1 FL/-/3/-/-/R/- Scale=.1875"/Ft. WARNING" TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTAL REFER TO BCSI (BUILDING COMPONENT SAFETY INFORMATION), PUBLISHED BY TPI (TRUSS PlA NORTH LEE STREET. SUITE 312, ALEXANDRIA, VA, 22314) AND MTCA (MOOD TRUSS COUNCIL OF G AND ACING. IT. TE. 2tB N A. 6300 a TIC LL 20.0 PSF REF R408 - - 26914 DATE 01 / 1 0/ 1 1 ALPINE ENTERPRISE LANE. MADISON. MI 53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE F OTHE RAISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM A PROPERLY ATTACHED RIGID CEILING. - IMPORTANT"" FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITW BCG, BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSS IN COMF TPI: OR FABRICATING, HANDLING. SHIPPING, INSTALLING & BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS (NATIONAL DESIGN SPEC, BY AF&PA) AND TPI. CONNECTOR PLATES ARE MADE OF 20/18/16GA (W.H/SS/K) ASTM A653 GRADE 40/60 (W. K/H.SS) GALV. TI S.• UNL 5 ORD S '. E 1'__ L NOT k V ST• WWt WWW vim TC DL BC DL BC L L TOT . LD . 7 . 0 PSF 10. 0 PSF 0. 0 PSF 37. 0 PSF DRW HCUSR408 11010004 HC - ENG DR/WPF SEQN - 33 467 Buiidinp PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWIN DUR . FAC . 1.25 FROM TH iComponent. Group na Haines City,FL 33844 FL COA #0 278 A INSPECTION OF PLATES FOLLOWED BY (I) SHALL BE PER ANNEX A3 OF TP11-2002 SEC.3. DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2. A. SEA TRUSSOF THE 0 1/1 0/2 0 1 1 SPAC I NG 24.0 " J RE F - 1 U8H408_Z03 1157-/Mikels Garage Add. -- 108 SKOGEN CT. SANFORD, FL - A5) THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED. BY TRUSS MFR. Top chord 2x4 SP #2 Dense Bot chord 2x4 SP #2 Dense Webs 2x4 SP #3 Roof overhang supports 2.00 psf soffit load. In lieu of structural panels or rigid ceiling use purlins to brace all flat TC @ 24" OC, all BC @ 24" OC. MWFRS loads based on trusses located at least 7.50 ft. from roof edge 1 sxa; 5X8= 1 .5X4 III 120 mph wind, 15.00 ft mean hgt, ASCE 7-05, CLOSED bldg, not located within 4.50 ft from roof edge, CAT II, EXP B, wind TC DL=4.2 psf, wind BC DL=5.0 psf. Iw=1.00 GCpi(+/-)=0.18 Wind reactions based on MWFRS pressures. Bottom chord checked for 10.00 psf non -concurrent live load. Deflection meets L/240 live and L/180 total load. 5X8= 1 c;xd l 4X6(A2) = uAU= Z)Ao= uAU= 4X6(A2) 1W0 1W0 9-0-0 _I_ 16-0-0 _I, 9-0-0 _I 34-0-0 Over 2 Supports R=1330 U=279 W=8" R_ qq R=1330 U=279 W=8" RL=84/-84 stl ---_- // 6- 3-3 15 Design Cr i t : FBC2007Res/TPI -2OO STUy " - "', ''. r ,sue PLT TYP. Wave FT/RT=20%(0%)/10 ) 1Q, 02 14.A? QTY:1 FL/-/3/-/-/R/- Scale=.1875"/Ft. REEFAERRTO BCSI TRUSSES REQUIRECOMPONENT ECARE SAFETYINFORMATIION). PUBLISHED BY FABRICATION, HANDLING, SHIPPING, (TRUSSSPLIpN I1NES TG ANJUTEEIRAC1218NORTH LEE STREET, SUITE . WI AL53719)IF VA, 22314) AND ES P (WOIOR T TRUSS COUNCIL 83 ENTERIRISE LANE. WDISON, I 83]19) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE N N/.•. UNLES TC LL TC DL 20. 0 PSF 7. 0 PSF REF R408 - - 26915 DATE 01 / 1 0/ 1 1 ALPINE HORII" OTHERWISEINDICATEDTOPCHORDSHALLHAVEPROPERLYATTACHEDSTRUCTURALPANELSANDBOTTC0SHALLA A PROPERLY ATTACHED RIGID CEILING. INPORTANT" FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITW BC S L N BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSS IN C TH TPI: OR FABRICATING, HANDLING. SHIPPING, INSTALLING 6 BRACING OF TRUSSES, TE OF % Q v BC DL BC LL 10. 0 PSF 0. 0 PSF DRW HCUSR408 11010005 HC - ENG DR/WPF 71' Buildir?g DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPEC, BY AK/H, AND TP GRADE4DESI (N. POSITIOSS)N GALV. L Y •,N ASTMA65LOCATEDCONNECTORPLATESAREMADEOF20/18/UNLE S OTHERWISE PLATESTOEACHFACEOFTRUSSAND, UNLESS OTHE RN ISE LOCATED ON THIS DESIGN, POSITION PER BRA W N••N•• TOT. LD . 37.0 PSF S EQN - 33472 DU R . FAC . 1.25 FROM TH ComponentsGroupne, Haines City ,FL 33844 FL COA 90 278 A INSPECTION OF PLATES FOLLOWED BY (1) SHALL BE PER ANNEX A3 OF TPI1-2002 SEC.3. A SE DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRU55 C DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY 0 BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2. l c p ' L J 0 1/1 0/20 1 1 SPAC I NG 24.0 " J RE F - 1 U8H408 —Z03 L- - — — _-- -- - - -- - - - - - — -- - 1157-/Mikels Garage Add. -- 108 SKOGEN CT. SANFORD, FL - A6) THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. Top chord 2x4 SP #2 Dense :T2, T3 2x6 SP #2: Bot chord 2x6 SP #2 :62 2x6 SP SS: Webs 2x4 SP #3 Special loads Lumber Our.Fac.=1.25 / Plate Dur.Fac.=1.25) TC- From 55 plf at -1.00 to 55 plf at 7.00 TC- From 27 plf at 7.00 to 27 plf at 27.00 TC- From 55 pif at 27.00 to 55 plf at 35.00 BC- From 4 plf at -1.00 to 4 plf at 0.00 BC- From 20 pif at 0.00 to 20 plf at 7.02 BC- From 10 plf at 7.02 to 10 plf at 26.98 BC- From 20 plf at 26.98 to 20 plf at 34.00 BC- From 4 plf at 34.00 to 4 plf at 35.00 TC- 389.97 lb Conc. Load at 7.03,26.97 TC- 167.32 lb Conc. Load at 9.06,11.06,13.06,15.06 17.00,18.94,20.94,22.94,24.94 BC- 473.33 lb Conc. Load at 7.02,26.98 BC- 124.87 lb Conc. Load at 9.06,11.06,13.06,15.06 17.00,18.94,20.94,22.94,24.94 2 COMPLETE TRUSSES REQUIRED Nail Schedule:10d Box or Gun (0.128"x3", min.) nails Top Chord: 1 Row @12.00" o.c. Bot Chord: 1 Row @12.00" o.c. Webs : 1 Row @ 4" o.c. Use equal spacing between rows and stagger nails in each row to avoid splitting. 120 mph wind, 15.00 ft mean hgt, ASCE 7-05, CLOSED bldg, not located within 4.50 ft from roof edge, CAT II, EXP B, wind TC DL=4.2 psf, wind BC DL=5.0 psf. Iw=1.00 GCpi(+/-)=0.18 Wind reactions based on MWFRS pressures. Roof overhang supports 2.00 psf soffit load. In lieu of structural panels or rigid ceiling use purlins to brace all flat TC @ 24" OC, all BC @ 24" OC. Deflection meets L/240 live and L/180 total load 6X6= 1 .5X4 III 7X8= 6X6= A 3X10(Al ) = 2X4(OL) III 4X12= 2X4III 3X10(Al 5X6(OL) 1w0 1w0 2-7 15 I_ 7-0-0 _1_ 20-0-0 J _ 7-0-0 I 34-0-0 Over 2 Supports O R=3134 U=680 W=8" P.R=3134 U=680 W=8" PLT TYP. Wave Design Crit: FBC2007Res/TPI-200/..: FT/RT=20%(0%)/101 2*A TY:1 FL/-/3/-/-/R/- Scale=.1875"/Ft. WARNING" TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTAL G AND TRACING. REFER TO SCSI (BUILDING COMPONENT SAFETY INFORMATION), PUBLISHED BY TPI (TRUSS PLA 11 TWTE. 21. NORTH LEE STREET, SUITE 312, ALEXANDRIA, VA. 22314) AND WTCA (WOOD TRUSS COUNCIL OF C/ti• 63008 TC LL 20.0 PSF REF R408 - - 26916 DATE 01 / 1 0/ 1 1ENTERPRISELANE, MADISON, WI 53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE F T S.. UN SS OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTT HORD SVLL A PROPERLY ATTACHED RIGID CEILING. • 4 TE a F TC D L BC DL 7.0 PSF 10.0 PSF DRW HCUSR408 11010006 ALPINE IMPORTANT'"FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITW BCG. AL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSS IN COMF 1 TPI: OR FABRICATING, HANDLING. SHIPPING, INSTALLING N BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS (NATIONAL DESIGN SPEC. BY AFAPA) AND TPI. Go. CONNECTOR PLATES ARE MADE OF 20/18/16GA (W.H/SS/K) ASTM A653 GRADE 40/60 (W. K/H,SS) GAL'. ST PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWI S g W • . v •• ` t•W•• :C x F. BC LL TOT. LD . 0.0 PSF 37.0 PSF HC - ENG DR/WP F SEQN - 33479 DU R . FAC . 1.25 FROM TH1 -Building Componen[e Group nO. ANY INSPECTION OF PLATES FOLLOWED BY (I) SHALL BE PER ANNEX A3 OF TPI1-2002 SEC. 3. A SEAL DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPO Al. Haines City,FL 33844 FL COA 90 278 DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2. 0 1/1 0/20 1 1 SPAC I NG 24. 0" J RE F - 1 U8H408 ZO3 1157-/Mikels Garage Add. -- 108 SKOGEN CT. SANFORD, FL - EJ7) THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR Top chord 2x4 SP #2 Dense Bot chord 2x4 SP #2 Dense Roof overhang supports 2.00 psf soffit load. In lieu of rigid ceiling use purlins to brace BC @ 24" OC. Deflection meets L/240 live and L/180 total load. 2X4(A1) 120 mph wind, 15.00 ft mean hgt, ASCE 7-05, CLOSED bldg, not located within 4.50 ft from roof ed e, CAT II, EXP B, wind TC DL=4.2 psf, wind BC DL=_5.0 psf. Iw=1.00 GCPig(+/-)=0.18 Wind reactions based on MWFRS pressures. Bottom chord checked for 10.00 psf non -concurrent live load. Provide ( 2) 16d common nails(0.162"x3.5" toe nailed at Top chord. Provide ( 2) 16d common nails(0.162"x3.5" , toe nailed at Bot chord. R=167 U=80 I 10-4-7 2-705 R=125 U=0 + 8-0-0 L.:1-0-01j LE 7-0-0 Over 3 Supports R=332 U=60 W=8" ` RL=88/-33 1 V er•G ••r///e Design Cr i t : FBC2007Res/TPI -2OO STD}' '` S••'. @ S P-LT TYP. Wave FT/RT=20%(0%)/10 ) 1 02 14.• QTY:11 FL/-/3/-/-/R/- Scale=.5"/Ft. SIRRERFERRTOBCSITRU(BUILOINGES ICOMPONENTRE ESAFETYCAREINNFORMATAON)N PUBLIDSHEO BVSTPPPI(TRUSs PNG, MSTAENINSTSUTEC1210TICLL20.0 PSF REF R408 - - 26917 NORTH LEE STREET, SUITE 312. ALEXANDRIA, VA, 22314) AND WTCA (WOOD TRUSS COUNCIL A RI a 63 ENTERPRISE LANE. MADISON. I S3)19) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE NNS. UNLES TIC DL 7.0 PSF DATE 01 / 1 0/ 1 1 OTHERWISEINDICATEDTOPCHORDSHALLHAVEPROPERLYATTACHEDSTRUCTURALPANELSANDBOTTCHHHHHHTTTTTTRRRRRROHALLAA PROPERLY ATTACHED RIGID CEILING. B lN RPORTART"'FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. IBC L N BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; pFAILURE TO BUILD THE TRUSS IN C TH TE OF L I BC DL BC ILL 10. 0 PSF 0.0 PSF DRW HCUSR408 11010007 HC - ENG DR/ WPF ALPINE 71Building ComponentsGroup nc. TPI: OR FABRICATING, NOLING. SHIPPING. INSTALLING A BRACING OF TRUSSES. HANDLING, DESIGN CONFORMSWITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPEC, BY AFBPA) AND TP CONNECTOR PLATES ARE MADE OF 20/18/16GA (W,H/SS/K) ASTM A653 GRADE 40/60 (W. K/H,SS) GALV. L Y • PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRA ' A INSPECTION OF PLATES FOLLOWED BY (I) SHALL BE PER ANNEX A OF TP11-2002 SEC.3. A SE DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS C W RID A` - TOT . LD . 3 7.0 PSF SEQN - 33437 DU R . FAC . 1.25 FROM TH Haines City,FL 33844 FL COA (#0 278 DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY 0 BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2. I L l l 01/10/201SPACING 24. 0 " J R E F - 1 L18H4O8 ZO3 157-/Mikels Garage Add. -- 108 SKOGEN CT. SANFORD, FL - HJ9) THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. Top chord 2x4 SP #2 Dense Bot chord 2x4 SP #2 Dense Webs 2x4 SP #3 In lieu of rigid ceiling use purlins to brace BC @ 24" OC. Hipjack supports 6-11-8 setback jacks with no webs. Provide ( 2) 16d common nails(0.162"x3.5"), toe nailed at Top chord. Provide ( 3 ) 16d common nails(0.162"x3.5"), toe nailed at Bot chord. 2X4(A1) 11-5-0--::-J 120 mph wind, 15.00 ft mean hgt, ASCE 7-05, CLOSED bldg, Located anywhere in roof, CAT II, EXP B, wind TIC DL=4.2 psf, wind BC DL=5.0 psf. Iw=1.00 GCpi(+/-)=0.18 Wind reactions based on MWFRS pressures. Deflection meets L/240 live and L/180 total load. 9-10-1 Over 3 Su R=223 U=99 + 10-4-4 2-74 12 R=348 U=17 + 8-0-0 R=322 U=70 W=10.564" `'`,[1 /; Design Crit: FBC2007Res/TPI-200 TD W L P„LT TYP. Wave FT/RT=20%(0%)/10 l 10 .2 %TY:2 FL/-/3/-/-/R/- Scale =.5"/Ft. RARNING" TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTAL G ANO ACING. REFER TO BCSI (BUILDING COMPONENT SAFETY INFORMATION), PUBLISHED BY TPI (TRUSS PLA IN.SST ITWTE. 218 NORTH LEE STREET, SUITE 312, ALEXANDRIA, VA, 22314) AND WTCA (WOOD TRUSS COUNCIL OF ML CA. 6300 j TC LL 20.0 PSF REF R408 - - 26918 DATE 0 1 / 1 0/ 1 1ENTERPRISELANE, MAOISON. WI 53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE F TIUUUUUURRRRRRS.W UNL S OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND 80TTON ORD S LL E TIC DL 7.0 PSF A PROPERLY ATTACHED RIGID CEILING. ' IMPORTANT" FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITW BCG, '.. AL NOT BC DL 10.0 PSF DRW HCUSR408 11010008 HC - ENG DR/WPFALPINE BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSS IN COMF TPI: OR FABRICATING, HANDLING, SHIPPING. INSTALLING A BRACING OF TRUSSES. 4WW• DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS (NATIONAL DESIGN SPEC. By AFXPA) AND TPI. 1 CONNECTOR PLATES ARE MADE OF 20/18/16GA (W,H/SS/K) ASTM A653 GRADE 40/60 (0, K/H.SS) GALV..ST O tO 4•W' WW4t YWW BC LL 0.0 PSF TOT. LD 37.0 PSF S EQN - 33445PLATESTOEACHFACEOFTRUSSAND, UNLESS OTHERMISE LOCATED ON THIS _DESIGN. POSITION PER DRAWING/ IID G OUR . FAC . 1.25 FROM THIBuildingComponentsGroupITC. ANY INSPECTION OF PLATES FOLLOWED BY (1) SHALL BE PER ANNEX A3 OF TPI 1-2002 SEC.3. A SEAL O DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPON VIVALHaines City,FL 33844 FL COA 90 278 DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2. 0 1/1 0/20 1 1 SPAC I NG 24. 0 " J RE F - 1 U8H408_ZO3 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. I,Ilb/-/MIKeIs barage HOD. -- IU2X JINUbtIY t-I. JANrUKU, tL - GJb Top chord 2x4 SP #2 Dense Bot chord 2x4 SP #2 Dense Roof overhang supports 2.00 psf soffit load. In lieu of rigid ceiling use purlins to brace BC @ 24" OC. Deflection meets L/240 live and L/180 total load. 2X4 (A1) L1' -0-01 5-0-0 Over 3 Supports R=259 U=49 W=8" RL=66/-27 120 mph wind, 15.00 ft mean hgt, ASCE 7-05, CLOSED bldg, not located within 4.50 ft from roof edge, CAT II, EXP B, wind TIC DL=4.2 psf, wind BC DL=5.0 psf. Iw=1.00 GCpi(+/-)=0.18 Wind reactions based on MWFRS pressures. Bottom chord checked for 10.00 psf non -concurrent live load. Provide ( 2) 16d common nails(0.162"x3.5"), toe nailed at Top chord. Provide ( 2 ) 16d common nails(o.162"x3.5"), toe nailed at Bot chord. R=116 U=55 9-8-4 1-1 -15 R=87 U=0 8-0-0 R P. ENJ Design Crit: F13C2OO7Res/TPI-2OO ST0 " V ••W' I P.LT TYP. Wave FT/RT=20%(0%)/10 ) I 1 2 4.c QTY:4 FL/-/3/-/-/R/- Scale=.5"/Ft. ALPINE WARNING" TRUSSES REQUIRE EXTREME CARE IN FABRICATION, .HANDLING, SHIPPING, INSTA NG ANON.RACING REFER TO BCSI (BUILDING,COMPONENT SAFETY INFORMATION), PUBLISHED BY TPI (TRUSS P STREET, I ALI VI INST,IOUTE. 218 4) AND CIL 0 NORTH LEEENTERPRISELANE. MADISON3WI 53719)FOR SAFETY PRACTIICESCPRIOR TO PERFORMINGTHESECWNA UNLES OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTT CHORD =HALL V A PROPERLY ATTACHED RIGID CEILING. i IMPORTANT* FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITW BC INL NO BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO BUILD THE TRUSS IN C /PSfv{C TN TPI: OR FABRICATING, HANDLING. SHIPPING. INSTALLING A BRACING OF TRUSSES. W a 1 TE OF L TICLL20. 0 PSF TIC D L 7.0 PSF BC DL 10.0 PSF BC LL 0.0 PSF REF R408 - - 26919 DATE 0 1 / 1 0/ 1 1 DRW rlcusRaoa iioi000s HC - ENG DR/WPF DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS (NATIONAL DESIGN SPEC. BY AFAPA) AND TP CONNECTOR PLATES ARE MADE OF 20/18/16GA (W.H/SS/K) ASTM A653 GRADE 40/60 (W. K/H.SS) GALV. _ L V •. Q R lv •••• wW,•• TOT. LD . 37.0 PSF SEQN - 33440 PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRA DU R .FAG . 1.25 FROM TH - I 'Building COmponentW Group nc. Haines City,FL 33844 FL COA 90 278 ANY INSPECTION OF PLATES FOLLOWED BY (I) SHALL BE PER ANNEX A3 OF TP11-2002 SEC.3. A SEA T DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING' RESPONSIBILITY SOLELY FOR THE TRUSS CO DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2. A` ... 0 1/1 0/ 20 1 1 SPAC I NG 24.0 " J RE F - 1 U8H408_ZO 3 i THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. I, 119/-/MlKeIS uarage maa. -- Iva JILULULIV UI ZOANr UKU, rL - L,Js Top chord 2x4 SP #2 Dense Bot,chord 2x4 SP #2 Dense Roof overhang supports 2.00 psf soffit load. In lieu of rigid ceiling use purl ins to brace BC @ 24" OC. Deflection meets L/240 live and L/180 total load. 120 mph wind, 15.00 ft mean hgt, ASCE 7-05, CLOSED bldg, Located anywhere in roof, CAT II, EXP B, wind TC DL=4.2 psf, wind BC DL=5.0 psf. Iw=1.00 GCpi(+/-)=0.18 Wind reactions based on MWFRS pressures. Bottom chord checked for 10.00 psf non -concurrent live load. Provide ( 2 ) 16d common nails(0.162"x3.5"), toe nailed at Top chord. Provide 2 ) 16d common nails 0.162"x3.5"), toe nailed at Bot chord. 4 +9-0-4 R=62 U=30 1-3 15 R=49 U=0 + 8-0-0 2X4(A1) L11 -0-0::IJ 1 -0-0 Over 3 Support R=190 U=40 W=8" RL=43 Design Crit: FBC2007Res/TPI-200 TDje - -,% RLT TYP. Wave FT/RT=20%(09'D)/10 ) * 1 .2A, TY:4 FL/-/3/-/-/R/- Scale=.5"/Ft. RARNING'• TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANpIING, SHIPPING, INSTAL G AND DRACING. REFER TO eC51 (BUILDING COMPONENT SAFETY INFORMATION), PUBLISHED BY TPI (TRUSS PLA' IN TITYTE, 2te NORTH LEE STREET, SUITE 312, ALEXANDRIA, VA, 22314) AND NTCA (WOOD TRUSS COUNCIL OF 6300 TC L L 20.0 PSF REF R408 - - 2 6920 DATE 01 / 1 0/ 1 1ENTERPRISELANE. NADISON, NI 63]19) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE F T S.• UN SS OTHE RAISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTT HORD S LL TC DL 7.0 PSF A PROPERLY ATTACHED RIGID CEILING. f IMPORTANT' FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITW BCG, Al NOT 0 G BC DL 10.0 PSF DRW I+cusRaoa iioiooio HC - ENG DR/WPFALPINEBERESPONSIBLEFORANYDEVIATIONFROMTHISDESIGN: ANY FAILURE TO BUILD THE TRUSS IN CONF I 1 4•N \ TPI; OR FABRICATING, HANDLING. SHIPPING, INSTALLING N BRACING OF TRUSSES. o DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPEC, BY AFBPA) AND TPI. - GN• CONNECTOR PLATES ARE MADE OF 20/18/16Gq (N,H/SS/K) gSTM A663 GRADE 40/60 (N. N/H,SS) GALV. ST NYMtYYAM• BC LL TOT. LD . 0.0 PSF 37.0 PSF SEQN - THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. 0 Top chord 2x4 SP #2 Dense Bot chord 2x4 SP #2 Dense Roof overhang supports 2.00 psf soffit load. In lieu of rigid ceiling use purlins to brace BC @ 24" OC. Deflection meets L/240 live and L/180 total load. 4 F-- 2X4(A1) 8-4-4 R=-17 Rw=17 U-17 8-0-0 R=10 Rw=10 U=5 i -0-01i 1-0-0 ver 3 S pports R=147 U=54 W=8" RL=20 120 mph wind, 15.00 ft mean hgt, ASCE 7-05, CLOSED bldg, Located anywhere in roof, CAT II, EXP B, wind TIC DL=4.2 psf, wind BC DL=5.0 psf. Iw=1.00 GCpi(+/-)=0.18 Wind reactions based on MWFRS pressures. Bottom chord checked for 10.00 psf non -concurrent live load. Provide ( 2 ) 16d common nails(0.162"x3.5"), toe nailed at Top chord. Provide ( 2 16d common nails(0.162"x3.5"), toe nailed at Bot chord. 0-7-15 P. E NR* Design Crit: FBC2007Res/TPI-200 STD PLT TYP. Wave FT/RT=20%(0%)/10 1 2 4. QTY:4 FL/-/3/-/-/R/- Scale=.5"/Ft. ALPINE WARNING" TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTA NG AND• RACING REFER TO SCSI (BUILDING COMPONENT SAFETY INFORMATION), PUBLISHED BY TPI (TRUSS P INSTITUTE. 218 D TRUSS4) AND CIL 0ENTRPRISENORTHLEESTREET, SUITELANE, MADISON 31W1 AL53TN9)1 FORVSAFETYI PRACTICESCPRIOROTO PERFORM INGNTHESE CWN94 UNLES OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTT - CHORD %HALL Y A PROPERLY ATTACHED RIGID CEILING. : E E I PGRTART'* FURN I SH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITW BC IN A L NO- BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO BUILD THE TRUSS IN LO H TPI: OR FABRICATING, HANDLING. SHIPPING, INSTALLING & BRACING OF TRUSSES. /// VVV, DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS (NATIONAL DESIGN SPEC, BY AF&PA) AND TP 96* 4 Q RI ••• CONNECTOR PLATES ARE MADE OF 20/18/16GA (W.H/SS/K) ASTIR A653 GRADE 40/60 (W. K/H,SS) GALV. L Y •. ••wM•W•• ° TIC LL TIC DL BC DL BC LL TOT . LD . 20.0 PSF 7.0 PSF 10.0 PSF 0.0 PSF 37.0 PSF REF R408 - - 2692 1 DATE 01 / 1 0/ 1 1 DRW HCUSR408 11010011 HC - ENG DR/WPF SEQN - 33426 PLATES TO .EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN. POSITION PER DRA t' DU R . FAC . 1.25 FROM THponentsGroupnc. ANY INSPECTION OF PLATES FOLLOWED BY (I) SHALL BE PER ANNEX A3 OF TP11-2002 SEC.3. A USE T W4+ DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS C J h1"IBIH25 C1 F1. 33844City, Jr FL COA #0 278 DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2. 1OFO )/I o ZO l 1l1Gl SPAC I NG 24. 0" JREF- 1 U8H408_ZO3 E SUPPOkT REPORT JOB DESCRIPTION: 1157 WIND CODE: ASCE 7-05 WIND MPH: 120 BLDG TYPE: CLOSED TRUSS TRUSS SUPPORT SUPPORT BEARING BEARING REACT. REACT. MAX WIND TRUSS DESC SPAN-ft SIZE -in. TYPE XLOC-ft. YLOC-ft. MAX.+# MAX.-# UPLFT.-# PROFILE Al 34.000 8.000 WALL 0.000 8.000 1398 -78 Al 34.000 8.000 WALL 33.333 8.000 1398 -78 A2 34.000 8.000 WALL 0.000 8.000 1330 -78 A2 34.000 8.000 WALL 33.333 8.000 1330 -78 A3 34.000 8.000 WALL 0.000 8.000 1330 -277 A3 34.000 8.000 WALL 33.333 8.000 1330 -277 A4 34.000 8.000 WALL 0.000 8.000 1330 -278 A4 34.000 8.000 WALL 33.333 8.000 1330 -278 A5 34.000 8.000 WALL 0.000 8.000 1330 -279 AS 34.000 8.000 WALL 33.333 8.000 1330 -279 A6 34.000 8.000 WALL 0.000 8.000 3134 -680 A6 34.000 8.000 WALL 33.333 8.000 3134 -680 CJ1 1.000 8.00 WALL .000 8.000 154 CJ1 1.000 1.55110 00 NAILED 1.000 8.000 10 -5 CJ1 1.000 1.500 NAILED 1.000 8.354 -17 -17 CJ3 3.000 8.000 WALL 0.000 8.000 190 -40 CJ3 3.000 1.500 NAILED 3.000 8.000 49 0 CJ3 3.000 1.500 NAILED 3.000 9.021 62 -30 CJ5 5.000 8.000 WALL 0.000 8.000 259 -49 CJ5 5.000 1.500 NAILED 5.000 8.000 87 0 CJ5 5.000 1.500 NAILED 5.000 9.688 116 -55 EJ7 7.000 8.000 WALL 0.000 8.000 332 -60 EJ7 7.000 1.500 NAILED 7.000 8.000 125 0 EJ7 7.000 1.500 NAILED 7.000 10.370 167 -80 HJ* 9. 10. 564 WALL 0.000 8.000 322 -70 e,so9....• 9. 1.500 NAILED 9.837 8.000 348 -17 I,• •HJ9 - ••'14. , 1.500 NAILED 9.837 10.355 223 -99 7 • • ------ --------------------------------------------------------------------------------- z co