Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
Home
My WebLink
About
184 Bristol Forest Trl - BR03-002600 - SFR
PERMIT ADDRESS CONTRACTOR E"Ifflum PHONE NUMBER PROPERTY OWNER SUBDIVISION PERMIT #C DATE Centex Homes PERMIT DESCRIPTION 385 Douglas Ave., Ste 2000 Altamonte Springs, FL 32714 PERMIT VALUATION ilia407-661-2176 AW CGC 049689 SQUARE FOOTAGE _ ADDRESS PHONE NUMBER ELECTRICAL CONTRACTOR c"x- I a 13 MECHANICAL CONTRACTOR P 0 PLUMBING CONTRACTOR MISCELLANEOUS CONTRACTOR PERMIT NUMBER FEE MISCELLANEOUS CONTRACTOR PERMIT NUMBER FEE CITY OF SANFORD PERMIT APPLICATION, Permit # : (-) 3 Date: z — 3- Job Address: V r is4o L F-- g e-%+ Tit • CIZ O-uyi t Ltd A rb Description of Work: Historic District: Zoning: Value of Work: $ Permit Type: Building Electrical Mechanical Plumbing Fire Sprinkler/Alarm Pool Electrical: New Service - # of AMPS Addition/Alteration Change of Service Temporary Pole Mechanical: Residential Non -Residential Replacement New (Duct Layout & Energy Calc. Required) Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines Plumbing/ New Residential: # of Water Closets 3 Plumbing Repair - Residential or Commercial Occupancy Type: Residential iJ Commercial Industrial Total Square Footage: Construction Type: # of Stories: # of Dwelling Units: Flood Zone: (FEMA form required for other than X) Parcel #: l ( Attach Proof of Ownership & Legal Description) Owners Name & Address: Phone: Co ttrtor Name & Address: K li" K-K a.,C 19 C "S1— (AL 4,44 0/ 64 . 14 • 32 -71 Zo State License Number: Phone& Fax: - Z 35 1 , C — 7 ContactPerson: Bondine Com Danv: Address: Mortease Lender: Address: Architect/ Engineer: Phone: Address: Fax: Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AIR CONDITIONERS, etc. 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. 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. Signature of Owner/Agent Date Signature of Contractor/Agent Date Print Owner/Agent's Name Signature of Notary -State of Florida Date Owner/ Agent is _ Personally Known to Me or Produced ID APPLICATION APPROVED BY: Bldg: Zoning: Initiate& Date) Special Conditions: ale£ P @taryfcS Date MY COMMI DD 164260 EXPIRES: November 12, 2006 or ioe-°F Bo derudgel Notary Services tractor/ gem isonally Known to Me or ProducedlD Initial & Date) Utilities: FD: Initial & Date) (initial & Date) tt.. 4 y, a r CiTI' OF SAfVPORD PERMTr APPLICATION Permit # :_ 3db Address:, Description of Work. Historic District: Zoning: value of Work- S 160 Permit Type: Building Electrical Mechanical Plumbing Fire SprinklerlAlarrr, Foat.. Electrical: Nov Service — # of A MpS Addition/Alteration Change of Service Tempodt ry pole Mechanic4 Residential Non -Residential Replacement New (Duct Layout & Epergy Cai4: RequiFedt) Plumbing/ New Commercial: # of Fixtures # of Water & sewer Lines # ofGas Lines Plumbing/New Residential: # of W"Closets Plumbing Repair— Residential or CorrtmcrciaG ` Occupancy Type: Residential Commercial Industrial Total Square Footage: _ ~ Construction Tyne: # of stories: # of Dwelling Units: Flood Zone: (FEMA form requireer f rr 6,41ier, MLNF± p Parcel #: (Attach Proof of Ownership & Legal Description) Owners Name & Address: /t __Y/ Phone: Contractor Name &-Address: ate License Nun, ber:JWJJJ3"& %W- +IJaAALFW wvwv Phone & Fax: LAKE /, p= 32W 416 Bonding Company: - Address:; r.. ....._..--- Mortgage Lender: Address_ Architect/Engineer: Phone: Address: Fax: - - Application is hereby made to obtaina permit to do the work and installations as indicated-1 certify that no workor installation has comntertced prior to theissuanceofaper, nit and that all work will be perforined to meet standards ofall laws regulating constriction in this jurisdiction. I understand that a. separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, andAIRCONDITIONERS, etc. OWNER'S.AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with%ll'apphcalle Ip.w:; I cf ;tjktngconstrictionandzoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY INSULT.` 1Tf 1'F5i ))< I /;'I TIdGTWICEFORH4ROVEMENTSTOYOURPROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OP,. A ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: in addition to the requirements of this permit, there may be additional restrictions applicable p p that may be found rn the public/records ofthiscounty, and there maybe additional permits required from other governmental entities suZnts ter age; ent d' c , state: agenc•Ic,, 0), fr f'a.l agencies. Acceptance of permit is, verification that I %3ill notify the owner of the property of the requi orida I Law, F 713, Signature of Owner/Agent Print Owner/Agent's Name Signature of Notary -State of'Flonda O mer/Agent is _ Personalh c:no n to Me or Produced ID APPLICA1 ION APPROVED BY: Bldg: Initial & Date) tib Ci8! C onditio'ns; Date Zoning: Contractor ARent's Signature of 1\o_n--State of Flonda 11 I ? 3 t Date 3/ 1 Date Conimctor/A_;'.' Known to Me or Produces D FD: Initial & Date) (Initial & Date) (bxtia CifDal 0'v1P.41S510N # DD 212893 t'XP'RES: June R 2007 Bondsd Thru tJotaryPublic Underwriters 5-06-203 12:52PM FROM 1• Permit # :%-- Job Address: t CCTV OF SANFORD PERMIT APPLICATION r—_ - I_ _ Date: Ov. Description of Work: i ( Historic District: Zoalag Value of Work-, S PerrnitType: Building Electrical X Mechanical Plumbing, FircSprinkler/Alarm Po41 Electrical: New Service — # of AMPSj Addition/Alteration Change of ServiceTemporllry Polc Mechanical: Residential Non -Residential Replacement New (Duct Layout & $nergy (1'5, cq . Ruircd ll ) Plumbing/ New Commercial: # of Fixtures of Water & Sewer Lines p of Gas Lines Plumbing/ New Residential: # of Water Closets Plumbing Repair— Residential or Commercial Occupancy Type: Residential Commercial industrial Total Square Footage: Construction Tyne # of stories: of Dwelling Units:—-__ _— Flood 'Lone: (FEMA form roquired For utocr Uiidtt X) P+ reel a: Arrsch ProofoFOwncrship & Legai Description) O- ocrs Name & Address: Centex Homes 385 Douglas Ave. Suite 2000 Altamonte Spr 2714 __ Phunc: 407-661-2150 gsa3CoptC; ctorNamr&Address: Approved Electric Co. of Florida 4874 S. Orange Ave. Orlando FL 3280E EC0002494 r $race License \'umber. Phone & Fax: Fax 4Q7-851-1 226 Contact Person:john Findlay _.. Phone: 407-851-1220 Rondiup Company: 1ort' agc Lender: Ardmiiect/ Engincer. -,_ Nhonc: Adgr ss. Gax: Application is hereby trade to obtain a permit to do the work and installations as indicated. I eerli fy that no work or installation has commence) prio, ,:, ti,c issuanceofaPerotandthatallworkwillbeperformedtomeetstandardsofalllawsregularingconstructioninthisjurisdiction. Iunderstand that a separate peririilmustbesecuredforELECTRICALWORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES. BOILERS, HEATERS, TANKS, and AIRCONDITIONERS, etc. O1, NlF9'S AFrIDAV fT: I ocnify that all of the foregoing information is accurate and that all wo* will be done in compliance with all applicat,le lover-: , cr;klanng ConsV=a.on and zoning, WARNING TO OWNER: YOUR FAILURti TO RECORD A NOTICE OF COMMENCEMENT MAY RMUl,r IN '( (,)1.ih, I'; yNC TWICEFORDA?ROVBMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN In170Rt.EY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTIrT: In addirion to the reemuirar;-.jts of this permit, chart maybe additional restrictions applicable to this property that may be found in the public rrcords o:' hiswunty, and there may be additional permits required from other governmental eneilies such as water management districts, scare ugencics, or fcdc,1 4ecncics Acctp: arce enGcat' awncr of the prormeny of the requirtmenu of Florida Licn Law, FS 713.ce- 6 .. 2 Signature olOwner Agent Uatc Sibnature of Contractor/Agent Uatc P, irl Owner/Agent's Name Sip,! lacure of Notary -Suit of Florida Date 0w',; r/Agent is . _ Persooilk Kno,,n to Me -or Produced IU K: A ' ION nf'I'KOvtUlIY:llldg:.... _ Lunin6: Initial Chard es Cannon _ Print Contractor Agent's Name SignawrC of Rnury•Statc of f-lonCt PATRmt7A. A. KADLAC A o MYCOM? 1SSiQN# r%3Cl3d tl EXPIR S: March 28 2005 Conirmpr/ Ac. t.s Periunw:vKnnwntoMd',. rNOTARY FL M-tary Se -Ace a Bonding, Im pU; Initial & Uatr) (Initial 011c) (li),u31 C COUNTY OF SEMIN[8JE: IMPACT FEE STATEMENT ISSUED BY CITY OF'SANFORD STATEMENT NUMBER 103-75572 DATEx __ UNIT ADDRESS LAND USE CATEGORY: 001 - Single Family Detached House TYPE USE: Residential ~ ' WORK DESCRIPTION: Single Family House: Detached - Construction FEE BENEFIT RATE FEE UNIT RATE PER RATYPE TOT L DUE TYPE DIST SCHEDULE DEGC. UNIT OF UNITS R8AD \ ARTERIALS CO -WIDE O dwl unit $ 705.00 1 $ 705.00 ROADS COLLEITORS NOFTH O dwl unit $ 142.00 1 $ 142.00 LIBRARY CO -WIDE G dwl unit $ 54.00 1 $ 54.00 SCHOOLS CO -WIDE O dwl unit $1,384.00 1 $ 1,384.0O AMOUNT DUE $ 2,285.00 STATEMENT RECEIVED BY!; PLEASE PRINT NAME) ' DATE://__ 1, 18TE TO RECEIVING SIGNATORY/APPLICANT: FAILURE TO NOTIFY OWNER AND ENSURE TIMELY PAYMENT MAY RESULT IN YOUR LIABILITY FOR THE FEE. **** DISTRIBUTION: 1-COUNTY 3-CITY 2- APPLICANT 4-COUNTY NOTE** P[ RSONS ARE ADVISED THAT THIS IS A STATEMENT OF FEES WHICH ARE DUE AND PAYABLE PRIOR TO ISSUANCE OF A BUILDING PERMIT., PERSONS ARE ALSO ADVISED THAT ANY RIGHTS OF THE APPLICANT, OR OWNER, TO APPEAL THE CALCULATIONS OF THE ROAD, LIBRARY SYSTEM AND/OR EDUCATIONAL ( SCHOOL) IMPACT FEES MUST BE EXERCISED BY FILING A WRITTEN REQUEST WITHIN 45 CALENDAR DAYS OF THE RECEIVING SIGNATURE DATE ABOVE, BUT NOT LATER THAN CERTIFICATE OF OCCUPANCY OR OCCUPANCY. THE REQUEST FOR REVIEW MUST MEET THE REQUIREMENTS OF THE COUNTY LAND DEVELOPMENT CODE. COPIES OF THEAULES GOVERNING APPEALS MAY BE PICKED UP, OR REQUESTED, FROM THE PLAN IMPLEMENTATION OFFICE: 1101 EAST FIRST STREET, SANFORD,' F'LORIDA 32771 ; (407) 665-7474. CITY OF SANF8RD -- ( BUILDING DEPARTMENT 3OO NORTH PARK AVENUE SAHFORD. FL 32771 PAYMENT SHOULD BE BY CHECK OR MONEY ORDER, AND SHOULD RE}ERENCE THE STATEMENT NUMBER AND CITY BUILDING PERMIT NUMBER AT THE TOP LEFT OF TH[ NOTICE. THIS STATEMENT IS VALID ONLY IN CONJUNCTION WITH ISSUANCE OF A*** FAMILY BUILDING PERMIT******************** CITV OF 1,ANFORn PERMIT APPLICATION Permit #. Job Addr Description of Work: CONSTRUCT CONCRETE BLOCK SING FAMILY DWELLING rK Historic District: Zoning: Value of Work: $ T O • , tt"1_ Permit Type: Building XX Electrical Mechanical Plumbing Fire Sprinkler/Alarm Pool Electrical: New Service — # of AMPS Addition/Alteration Change of Service Temporary Pole Mechanical: Residential Non -Residential Replacement New (Duct Layout & Energy Cale. Required) Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines Plumbing/New Residential: # of Water Closets Plumbing Repair — Residential or Commercial Occupancy Type: Residential! Commercial Industrial Total Square Footage: 10 1_ Construction Type: # of Stories: 15Z # of Dwelling Units: —/_ Flood Zone: (FEMA form required for other than X) Parcel#: 22-19-30-502-0000— 0 (Attach Proof of Ownership& Legal Description) Owners Name &Address: CENTEX HOMES , 385 DOUGLAS AVE STE . #2000, ALTAMONTE SPGS . , FL 32714 Phone: 407-661-2176 Contractor Name & Address: PATRICK J . KNIGHT/CENTER HOMES ( SAME AS ABOVE) State License Number: CG C049689 Phone&Fax: 407-661-2176/661-4089 Contact Person: JACKIE CAINES Phone: 407-467-2643 Bonding Company: NA Address: Mortgage Lender: NA Address: Architect/Engineer: HURRICANE ENGINEERING Phone: ,407-774-9003 Address: P 0 8OX 161613, ALTAMONTE SPRINGS. FL 32716 Fax: 407-774-8477 Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance ofa permit and that all work will be performed to meet standards ofall laws regulating construction in this jurisdiction. 1 understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AIR CONDITIONERS, etc. 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. 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 Lie Law, FS 7 t3. 2003 Signature of O%N-ner/Agent Date Signature of ConA<-,Nret Date PAT KNIGHT Print Owner/Agent's Name OC-cto03 Signature of Notary -State of Florida Date f Ngt ry State o F da Date sib+.-lti-"'."^^`]F.TF"^.-6ti'aII+.•'YttiY .3'tkn-..a b..a:.5`3wn Owner/Agent is Personally Known to Me or Contractor/Agent is XX Personally Known to Me or Produced ID Produced ID _ AI'I'LICA"IION APPROVED BY: iff I % —Luning: Utilities: FD: Initial & Date) (Initial & Date) (Initial & Date) (Initial & Date) Special Conditions: I Seminole County Property Appraiser Get Information by Parcel Number Page 1 of 1 PARCEL DETAIL 1 'a '°" '" ::=1 C, C 4 I Seminole County 110I V. h rM SC an [a rd IF1. -3277 1 4074hi-751 r, 2003 WORKING VALUE SUMMARY GENERAL Value Method: Market S3- SANFORD Tax District: WATERFRONT 30050ParcelId: Number of Buildings: 0 0000- 0 000REDVDST Depreciated Bldg Value: $0 CENTER Owner: HOMES Exemptions: Depreciated EXFT Value: $0 Land Value (Market): $13,680 Address: 385 DOUGLAS AVE STE 2000 Land Value Ag: $0 City, State,ZipCode: ALTAMONTE SPRINGS FL 32714 Just/Market Value: $13,680 Property Address: 184 BRISTOL FOREST TRL SANFORD 32771 Assessed Value (SOH): $13,680 Subdivision Name: PRESERVE AT LAKE MONROE Exempt Value: $0 Dor: 00-VACANT RESIDENTIAL Taxable Value: $13,680 SALES 2002 VALUE SUMMARY Deed Date Book Page Amount Vacllmp 2002 Tax Bill Amount: Find Comparable Sales within this Subdivision 2002 Taxable Value: LAND LEGAL DESCRIPTION PLAT Land Assess Method Frontage Depth Land Units Unit Price Land Value LOT 50 PRESERVE AT LAKE MONROE PB 62 LOT 0 0 1.000 13,680.00 $13,680 PGS 12 - 15 NOTE: Assessed values shown are NOT certified values and therefore are subject to change before being finalized for ad valorem tax urposes. If you recent!y purchased a homesteaded property your next ear's property tax will be based on Just/Market value. http:// www. scpafl.org/pls/web/re_web. semi nole_county_title?PARCEL=2219305020000050(... 6/ 18/03 CENTEX HOMES Orlando Division 385 Douglas Avenue, Suite 2000 Al tam onte_Springs, FL 32714 Office: (407) 661-2150 Fax: (407) 661 -4089 www.centex-orlando.com TO WHOM IT MAY CONCERN: Effective immediately, and until further notice, this letter will serve as authorization for Jackie Ca'ines or Nan Holmes to sign permit. applications and energy calculations.for any lots owned by Cented Homes, obtain permits for same and receive Certificates of Occupancy, in my name and license, for the subdivision and lot specified below: SUBDIVISION: PRESERVE AT LAKE MONROE PATRICK J. KNMIN CGC049689 STATE OF FLORIDA LOT -15-0 COUNTY OF SEMINOLE The foregoing trument was acknowledged before me thisJVU182003byPatrickJ. Knight, Division President of Centex Homes - Orlando). He is personally known to me and did not take an oath. X:D NOTARY PUBLI pLRLY I' U DO!,r orsbc,a dThr.o- Y _ r- - • --- I M h C I 77 City of Sanford Building Division Submittal Requirements for Residential Building Permit L . Two (2) recent boundary and building location surveys showing setbacks from all structures to property lines for permit for structures (not fences). 2. Two (2) complete sets of construction design drawings drawn to scale. Complete sets to include: a. Foundation plan indicating footer sizes for all bearing walls. Provide side view details of these footers with reinforcement bar replacement. b. Floor plan indicating interior wall partitions and room identification, room dimensions, door, window, and/or opening sizes, smoke detector location(s), landings, decks, stairs, bathroom fixtures, and distances from walls. "The State of Florida requires bathroom compliance with Florida Accessibility Code. C. An elevation of all exterior walls - east, west, north, and south_ Finish floor elevation height as per Engineering Department or subdivision plat. d. Cross sections of all wall sections to be used in the structure, bearing and non -bearing interior and exterior walls, show all components of wall sections. e. Framing plan for floor joists where conventionally framed_ Plan is to indicate span, size and species of materials to be used., f. Engineered truss plan with details of bracing, engineered beams for spacing openings to carry and support trusses. g. Stair details with tread and riser dimensions, stringer size, methods of attachment, placement of handrails and guardrails. 11. Square footage table showing footages: I . Garages/Carports lQ sq. ft. 2. Porches/Entries sq. ft. 3. Patio(s) sq. ft. 4. Conditioned Structure of sq. ft. j. Total Gross Area 3 sq. ft. 3. Three (3) sets of completed Florida Energy Code Forms. 4. Soil analysis and/or soil compaction report. If soils appear to be unstable or if structure is to be built on fill, a report may be requested b_y the Building Official or his representative. 5. Other submittal documents: a. Utility letter or approval when public water supply and/or sewer system connection to be made. b. Septic tank permit issued by Seminole County Health Dept. C. Arbor permit when trees to be removed from property. Contact the Engineering Dept. for details regarding the arbor ordinance and permit. d. Seminole County Road Impact fee statement. C. Property ownership verification. f. Driveway permit issued by City Engineering Department_ 6. Application to be completed thoroughly and signatures provided by a licensed and insured contractor and property owner. If electrical, mechanical, or plumbing permits have not been issued, inspections will not be scheduled or made and subcontractors will be subject to penalty under cih ordinances. JUN 18 2003 ' Date Owner/Agent Signature _ ROGER DIXON, INTERIM CITY MANAGER CITY OF SANFORD 300 NORTH PARK AVENUE SANFORD, FL 32771 Re: ESTOPPEL LETTER Orlando Division 385 Douglas Avenue, Suite 2000 Altamonte Springs, FL 32714 Office:. (407) 661-2150 Fax: (407) 661 -4089 www.centexhomes.com via HAND DELIVERY This ESTOPPEL LETTER is provided to the City of Sanford for reliance upon by the CityofSanfordandasthebasisfortheissuanceofPermitNo. for the followingwork: LOT PRESERVE AT LAKE MARY , SINGLE FAMILY RESIDENTIAL (SFR) CENTEX HOMES hereinafter referred to as the "Owner", recognizes that issuanceofPermitNo. will be made with numerous limitations as more particularlysetforthherein. The Owner recognize that this approval does not exempt us from complying with any applicable building codes, land development regulations; Comprehensive Plan requirements, or exempt our site or building(s) from any applicabledevelopmentregulations. By issuing Permit No. , the City does not guarantee approval of any otherdevelopmentordersordevelopmentpermits. The Owner acknowledges and agrees that no Certificate of Occupancy will be issued by the City for the PROPOSED SFR until all required land development approvals have been obtained and all required improvements have been installed, inspected and authorized for use by the City. The Owner hereby grants the City the right to deny use of the SFR for occupancy until all of the above -referenced project is in compliance with all applicable development regulations. The Owner hereby agrees to indemnify and hold the City and its officers, employees and agents harmless for any and all losses, damages, injuries and claims in any way relating, directly or indirectly, to the permitting or construction of the above -referenced project or No*," no-.12 CENTEX HOMES i ROGER DIXON, INTERIM CITY MANAGER Page 2 the issuance of Permit No. The Owner also agrees to the following as additional conditions for Permit No. The Owner hereby agrees to disclose the contents of this document to any and all of our successors in interest, contractors, sub -contractors and agents. The undersigned further warrants that he or she is authorized to bind the Owner and has been duly authorized to sign this document. WITNESSES: Prir yped Name ignature Printed / Typed Name STATE OF FLORIDA ) COUNTY OF SEMINOLE ) Owner) Signature PATRICK J. KNIGHT Printed / Typed Name Title DIVISION PRESIDENT The foregoing instrument was acknowledged before me this JUN 18 2003day of by PATRICK J. KNIGHT - as DIVISION PRESIDENT for CENTEX HOMES who is personally known to me or who. produced their Florida Driver's License as identification. KIkiBE 1 yA s3 t — otary Pub is Print Name: My Commission Expires: This Instrument Prepared By: MARYANNE MORSE, CLERK OF CIRCUIT COURT SEMINOLE COUNTY BK 04872 PG 1545 NAME: Debra A. Riggs -Centex Homes CLERK'S # 2003104612 385 Douglas Avenue, Suite 2000 RECORDED 06/19/2003 12:24:47 PM I Altamonte Springs, FL 32714 RECORDING FEES 6.00 Permit No. RECORDED BY 6 Harford s NOTICE OF COMMENCEMENT SEMINOLE R STATE OF FLORIDA COUNTY OF ORANGE THE UNIJERSIGNED hereby gives notice that improvements will be made to certain real property, and in accordance with Chapter 713, Florida Statutes, the following information is provided in this Notice of Commencement. 1. Description of Property: LOT_ PRESERVE AT LAKE MONROE Recorded in Plat Book 62 Pages 12-15 in the PUBLIC RECORDS OF SEMINOLE COUNTY, FLORIDA. 2. General Description of Improvement: SINGLE FAMILY DWELLING 3. Owner Information: CENTEX HOMES 385 Douglas Avenue, Suite 2000 ALTAMONTE SPRINGS, FL 32714 Interest in Property: FEE SIMPLE INTEREST Name of Fee Simple Titleholder: N/A 3 4, Contractor: CENTEX HOMES 385 Douglas Avenue, Suite 2000 Altamonte Springs, Florida 32714 Phone: (407) 661-2150 Fax: (407) 661-4089 5. Surety: N/A Amount of Bond: N/A E 6. Lender: NIA s 7. Persons within the State of Florida designated by Owner upon whom notices or other documents may be served as provided by Section 713.12 (1) (a) 7., Florida Statutes: CONTROLLER Phone: (407) 661-2150 Fax: (407) 661-4089 8. In addition to himself, Owner designates the following person to receive a copy of the Lienor's Notice as provided in Section 713.13 (1) (b), Florida Statutes: NONE I I 9. Expiration date of Notice of Commencement (the expiration is date is 1 year from the date ofrecording unless a different date is ecified) b/7 J e Debra X. Riggs OFFICE MANAGER FOR CENTEX HOMES, 085 DOUGLAS AVENUE i SUITE 2000, ALTAMONTE SPRINGS, FLORIDA 32714 ; THE FOREGOING INSTRUMENT WAS ACKNOWLEDGED BEFORE ME THIS i JUN 18 2003 BY DEBRA A RIGGS., OFFICE MANAGER e CENTEX REAL ESTATE CORPORATION, A NEVADA CORPORATION ftW4 271E HOLDING CORPORATION, A NEVADA CORPORATION, DEBRA A. RIGGS 1S PERSONALLY KNOWN TO ME AND DIDNOT TAKE AN OATH. CERI1FIED COP MARYANNE RSE NOTARY PUBLICCtER , OF CIRC T COURT., EMI N FlMTY cLER •IACKIE CAINEES Notary Public, State of Florida PAY Commission Expires .Jan 21, 2004 Cumpnission CC891727 JM 1 9 CERTIFICATE OF OCCUPANCY / COMPLETION This is to certify that the building located at 184 BRISTOL FOREST TR for which permit 03-00002600 has heretofore been issued on 8/14/03 has been completed according to plans and specifications filed in the office of the Building Official rior to the issuance of said building permit, to wit as nk)5 complies with all the building, plumbing, electric 1, zoninO2 and subdivision regulations ordinances of the City of Sanford and with the provisions of these regulations. STAFF APPROVAL Subdivision Regulations Apply: Yes No DATE APPROVAL BUILDING: Finaled 2_ qI ti6-t- ZONING: Inspected UTILITIES: Water Lines In l4 Meter Set Reclaimed Water ; ENGINEERING: Drainage Avi( Maintenance Bond PUBLIC WORKS: Street Name Signs 2 ZSio OL Storm Sewer Street Work DESCRIPTION WATER -SEWER IMPACT FEES 01-APPLCTN FEE -ELECTRIC 01-APPLCTN FEE -BUILDING 01-APPLCTN FEE -MECHANIC 01-APPLCTN FEE -PLUMBING 02-ENGNG DEVLPMT FEES 01-FIRE IMPACT - RESIDENT 01-LIBRARY IMPACT FEE 01-OPEN SPACE DATE APPROVAL FIRE: r Inspected Sewer Lines In Sewer Tap Street / Paved Street / Lights / Driveway FRRR PATn DATE AMOUNT 9/18/03 10.00 8/14/03 10.00 11/14/03 10.00 9/23/03 10.00 8/14/03 10.00 8/14/03 59,27 8/14/03 54.00 8/14/03 279.61 CERTIFICATE This is to certify that the 184 BRISTOL FOREST TR OF OCCUPANCY / COMPLETION building located at PAGE: 2 for which permit 03-00002600 has heretofore been issued on 8/14/03hasbeencompletedaccordingtoplansandspecificationsfiledinthe office of the Building Official prior to the issuance of said buildingpermit, to wit as complies with all thebuilding, plumbing, electrical, zoning and subdivision regulations ordinances of the City of Sanford and with the provisions of these regulations. STAFF APPROVAL Subdivision Regulations Apply: Yes No 01-PLAN ALTERATIONS 9/24/03 35.00 01-POLICE IMPACT - RESID 8/14/03 91.93 01-RADON GAS TAX FEE 8/14/03 15.98 01-ROAD IMPACT FEES 8/14/03 847.00 01-RECOVERY FD/CERT. PGM. 8/14/03 15.98 01-SCHOOL IMPACT FEE 8/14/03 1384.00 WD IMPACT:SINGLE FAMILY 8/14/03 650.00 SD IMPACT:SINGLE FAMILY 8/14/03 1700.00 OWNER JBUILDING OFFICIAL / DATE CERTIFCATE' OF OCCUPANCY REQUEST FOR FINAL INSPECTION c e SINGLE FAMILY I2ESID.ENCE**** DATE: PERMIT #: L '— ADDRESS: C C I —o CONTRACTOR:. PH®NE #: l'1O y The building division has prepared a Certificate of Occupancy for the above location and is requesting final inspection by your department. After your inspection, please sign off and" date the C. O,. or submit addendum if it has been denied or approved with conditions. Your prompt attention will be appreciated. M Engineering Fire Public Works OZoning f Utilities pLicensng uCONDITIONS. (TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL) i - a! inspection by d date the C. 0., b y01 171, of .06CUP4ncy for the above WA ub mai"addendum' : ifA...u. e... Wax"-, 7N Of id i SAM-% its too a kkE- 6( VVk".-, k: 1. l: 11& tr!, 1gRk k p",, it. tk"' q iI-,, i' 0`vi 1t,,,%, v, V,. hk,.--- 1l- IW,,.". i. I, L,,, r,' 1-" k 1- l1- f,'; V.,, I" II,'-, 4.- 1 1-. P-"`,,. Il1,-, 1;, l ,; k,-" l11, ,-": z'. t,, 111, 1"-:,, 1, l-, 1,.,- I1''-,"; 1iYi e'` l; 1., i, ',-- —%:, ", 1e.'- l,; 1-`'","- o-"" l, , l,.- l.,,. — I'-`! t-,--,"- - - I% 1-"''"" 1-"-' ; I,., i',,!,,. :, l":,','_ ,,,,,,",,, 1l. l-' t",!,,,::::',-. —.. -", ,,- ",,--- 1,-,,. t:, r,.:",; -;`,-.,.,; ,` 1"- - ,. lv-"' L,, 1- I ",.- ,. q "-,:: -`-_;, I -,,-; ., 1- _ I .; I,. 1-'-"',`;-- rt'," .-, " `;,- 1:--,",, -- 1,,- 1,-,; ".-,—-'--.,:,,:.,-,";--"; 1I,"-,,., , C",: i, 1 A 7--:''-,-,,,-.,,,,,- t, z r,.,-`";" t-,--, I- II-, ,:,,, t-: ,,,-,,'- 1:-,--, ',., ":.- i-:,;,,.-'; g,",, ,,.",'-. -, I:. t1'; 1"-_, r-".-, 1-,,,,-,..- q%- i",.. 1,;:"`,,:---,-: l"- 1," 1, i,;` 1`! 1_ l-::.,""',.'- , 1,, i.",, R----,`-" 1Z". s - 1'-,;-,, n", -",,,.""-,- t-.,-. I, z-,'-,--, K,- t- 4',_,, I,'" I--,- 1,." 1, 1- l-- g F.- 1 i),-`-'''-, t!,",-,-. - ',-" k1,.., I,il-' , I, t', i. 11;, ,. l`-,; i,.",, t,"-,:,,-",,-,- T-%- 11., 1,, 7-:' I. I,, l:-: I,-- .,'")'-- l *"-,,. I,`. e-,'`" 1,;,---,- I,'-., i-,- 1,,,,-:., l:-".,:--,,,_-_" 11- n`.-,';-,,_ I e , 1 . ` i ? a tertrf, , $e e- , _ , , ;-..,,". , T,'',V-, -, ,,."".-, 1TL, ,-, ,','_, t,-,. I-, I. ,-'L 1,"- ;,_,' z ': 1.,. z. i,-'-..- ,,, , , ,, ," I1', -;-- i., - ,-,, I-Y. --"-- ,,;"', I I.,,,,,,,": l..,,) ,,,,, I "&, I. ,,, 4.>-'",',... V,. 4- I I', .;,, —.. I 1, L , I'- l— o, ' - I ,, ',,- - k. It, , I. 1,, 9, I - 7", I , .,, !'. 1- - l'; Ii. i,- I,-. .,- , 1.. , l.,!-.--. t,.-, 1 ," R, s,.. .— ;",`*,,,., j 1l,'- %,, I ,,", ,, 1". I:' ' . , I'',..,:, I..-- : I.- 1-,: I ,-- I. I. . I,' 1:.-. 4 , ., ,,,.-,, 2-., 1, V::,',, z-- 1I-"" -- ',,.— ,. ..,,-,' L. 1l ,"', , I I -'",--. I.. t- --- ' lI' 1", I , ---,,.,' "., ,-1,, I.-,,, l_', ',.."- I".- l-, ,, % ,,- I. -. .*:.-,, t, E 1-,:; I-' , l-': I , . b . I., .'--.", ; 1,, 1 , pI ,, I"-.-. SI...,,. . .". 1II " - I,,, :.. 1-." I,-: 1. : 1 ' 1. %.. l ".. : I : 1- I" r 1.""' I., . '. I., II .. ,-.,- I.- I ' I , t. -.,,, -,.. 1'!. .,,. LI. ..-- ,:, - I- I I -II ,: ,, 1",` I'":,- I I, I, I-, I I,- , II1 I - , :,`. ,. 1,` I-: . 1: I. ,, I , ' I,,, I .-.. ,, 1:;: L,.. I:' I, "., 1 L II t,. , I,.. , I. I, I -, 1.,— , , -.. '.- .,.,: ,_ ,- .,,-,. I .. 1:-, " -`,., . I — . , -: 1, --,, 1. l-.:,',- I''--`. 1., 1, l'," a'. 1t:, I. , , 1-:- : I, % -,- ,- . ,-` .. ,.. -_- jt :, - lt1`-. . I ',.: , tI1,". ,.. , r . I , Ik.-:,- . - `:,-. , I ;. - ,.. I,,4 ,-I : ': I; . I,- 4m.- ;,- , II .- ; I , I ,I, , 11. . 1, I:: l. I _, .- t ,; t1. - 1, 1- II1, . :, -. I', 6. , I , -;, '- II/.,.., , , ' I` .:: L 1. : 1 :.. I .- . , . II II," t,. ; L." ':,,.-.,... r-I I-"'- 1 . II., A . 1:- , - :' r, 1, I, ,,,; I I1,, L-'" : . I . .'' ;':,--,"!. I, ... I -,"" I. I 1- " -, i l., 1, 1_, , ,,_, 1` z-: 1-, I t-" l,,'. - , t,:-, II '. I, I , -. ---"; ,- ".,- :,.,- 7. I-. .--- ti[:. 1:-,'.- ", ,'.,'.,, L" L " 1`'-: I" i- r. - .-!.,. s. .- I,. 1-, xI 11j jl4,, ` 1 jI ., 1,'"l-., .I-';..,.I; ,,, i. - I - I. . .- . - ,', . *- t,",;: I! ,, I. ':,, :',-,, l-. t! .: I ", -'.". Z:-.. 1 ,;:., I.,,,-..-,,',, -, I ,. .-- I- " 11,,,*,, l- t: I ,;: I ' I l..1 -", i,, ,.;::., l . - ,-,.., O, ,, 1,.' Z,..; I1PL,.: t.,. ,..,;, 1 ',,.',-",-, 1,; I-": ,, I;". 11- g""'., 1.. . '_,!,,, Y:. ,:.', I,-"' ',, I ' I. , 1-w ", L ,.,, q ,. —- , rI(,",:. p. 1., 1 i. .' z c i • hI 1. I r I of i I is My 1 !+ I I 1 1 I I E cx v.. I I I° I I 1 4 I I I ' V , CERTIFCAT,E OF OCCUPANCi' f y L 1<LJQ V 11ST A' ®R 1' AN L' NSA AJCT® C .. }" I 1 I I 1 f. l ?r4r t I I ` Ala ., i. • I, I' f r '. I I I I' I I, .. CI I 1 1 I L SINGLE FAMILY RESIDENCE****' a I 1 1 I. 1 I; ik I 1 1 I I I' . C 9i 1 L., Fr /\ 1 1— f— ` ti, 'ArTa ylf k. ;r.y ii (''. 1 ' r .nl 'rat :M = ab) y :;-V DATE: Z. 2 y s t n , ° ill L t; Isi i u. i GN a 1 _. y 'T ah..ASafS a y0yi X 1 PERMIT #" n3' 1 'tr r¢q *Id. kTu .xQ- ;, ,' , - , '. ._ e y h , Lf kd ,. a=I t „t , . Qi I. ea rmr x 1 f fi d . a+ 1 f h 4 .y. tdl'b.{ 4t Y .f .... Q,i y Jr m f " ^' to m3'h ri` e Via' l r` t U CONTRACTOR: f .;1; .4 "I7-nk< - a C f Ki y F bt' S 4 Tf ( r 'j.1 2 PHONE #: yp y w , µz w`: c > ftn ' I cf rm f ";~"x 4.. ` y+c°^ s . =a E'?%^` ' w` n' k 4` -li¢ t 6-."'.i' r`t •"{ N a< + i E ," -, -, vy The building,_drvision has prepared a Certificateof Occupancyfor$the,above ; location and " requesting final nspection by your department.r; After your N' y xv f - h , ; " ' ins ection, lease sign,off and'date'the C. O:ror submit{addendum ifyit hasr : z sly' _ a=` ba ` t..,P3 ,7S P A` .1,.,s h-a . x s 4 1.x. u :';' i.:.,, _.;,' nd ,.;-t' +:.;-' ,,.' 4% 4]¢ : mH"#`,-,'`( ..Xr'"$'.%Xa.IZ II 4. II I. k been denied or approved with conditions. Your prompt attention will be . ti F r ti 7 fe J I .:.,,t " : tf x '"' rf z it,` / 'c,?a't hX° s, f d1 - 4 f F rfy....r ,y n Se; aP .reciated. # , i„ f i kk s t ,r40, "I xt " s ' - s r -, i`°t :M. r ,„ e .fZ , Engineering OFire Yr ,r'At r, 'q f, IYyes,," i"' 4 '.. Public Works OZoning , .., kp rF a 4 i a i h y y r a i r r r rt dl t icF' f ti5< • k1 jsyY°°` i i'S''''` s , . ., _ t' s sS a' 3 n 4§S f In a -t . I +., si va r - 1S e `''' q+ ` t h P 1T e .} i "cwres"6 }'x,f ; k ;,l:Lltilities OLicensing -;7 r x k { a r, °,1 ° riy S rrfc _ n r t s, r 'r it'' f# ..;i-N,rw 7 t at - - - t at , i s'r a w F -` rr, 7d 4 tr` ,f. s ,v M-' - CONDITIONS: (TO BE COMPLET L IF APPROVAL IS CONDITIONAL) k 1= ., tee. L 4 e s ': _ x f P , 7 s -lr y„ l P, ` —' ` 3 3 .p, I sl i r^; i '' 1'C ) fir f 5 f* s( r 1 ;.irN y `M„ t. I L - 6 - . , I I k / FEDERAL EMERGENCY MANAGEMENT AGENCY O.M.B. No.3067-0077 i NATIONAL FLOOD INSURANCE PROGRAM Expires'December 31, 200° ELEVATION CERTIFICATE Important: Read the instructions on pages I.7. SECTION A - PROPERTY OWNER INFORMATION For Insurance Company Use: BUILDING OWNER'S NAME Policy Number CENTEX BUILDING STREET ADDRESS (Including Apt., Unit, Suite, and/or Bldg. No.) OR P.O. ROUTE AND BOX NO. Company NAIC Number 184 BRISTOL FOREST TRAIL CITY STATE ZIP CODE SANFORD FL 32771 PROPERTY DESCRIPTION (Lot and Block Numbers, Tax Parcel Number, Legal Description, etc.) LOT 50, PRESERVE @ LAKE MONROE BUILDING USE (e.g., Residential, Non-residential, Addition, Accessory, etc. Use a Comments area, if necessary.) RESIDENTIAL LATITUDE/LONGITUDE (OPTIONAL) HORIZONTAL DATUM: SOURCE: GPS (Type): or ##.#####I NAD 1927 NAD 1983 USGS Quad Map Other: SECTION B - FLOOD INSURANCE RATE MAP (FIRM) INFORMATION B1. NFIPCOMMUNITY NAME & COMMUNITY NUMBER B2. COUNTY NAME B3. STATE SEMINOLE COUNTY 120294 SEMINOLE FLORIDA B4. MAP AND PANEL B7. FIRM PANEL B9. BASE FLOOD ELEVATION(S) NUMBER B5. SUFFIX B6. FIRM INDEX DATE EFFECTNWEVISEDDATE B8. FLOOD ZONE(S) Zone AO, use depthofflooding) 1202940035 E 4/17/95 4/17/95 X NIA 610. Indicate the source of the Base Flood Elevation (BFE) data orbase flood depth entered in B9, AS Profile E FIRM Community Determined Other (Describe): _ B11. Indicate the elevation datum used for the BFE in B9: E NGVD 1929 NAVD 1988 Other (Describe): B12. Is the building located in a Coastal Barrier Resources System (CBRS) area or Otherwise Protected Area (bPA)? Yes E No Designation Date_ SECTION C - BUILDING ELEVATION INFORMATION (SURVEY REQUIRED) C1. Building elevations are based on: Construction Drawings* Building Under Construction* E Finished Construction A new Elevation Certificate will be required when construction of the building is complete. C2. Building Diagram Number 1(Select the building diagram most similar to the building for which this certificate is being completed - see pages 6 and 7. Ifno diagram accurately represents the building, provide a sketch or photograph.) C3. Elevations -Zones Al-A30, AE, AH, A (with BFE), VE, V1430, V (with BFE), AR, ARIA, ARIAE, AR/A1-A30, ARIAH, AR/AO Complete Items C3.-a4 below according to the building diagram specified in Item C2. State the datum used. If the datum is different from the datum used for the BFE in Section B, convert the datum to that used for the BFE. Show field measurements and datum conversion calculation. Use the space provided or the Comments area of Section D or Section G, as appropriate, to document the datum conversion. Datum NGVD'29 ConversionlComments NONE l Elevation reference mark used _Does the elevation reference mark used appear on theFIRM? Yes E No o a) Top of bottom floor (including basement or enclosure) 13. 3 ft.(m) o b) Top of next higher floor N/A. ft.(m) rn o c) Bottom of lowest horizontal structural member (V zones only) NIA. ft.(m) o 0 o d) Attached garage (top of slab) 13. 0 ft.(m) o e) Lowest elevation of machinery and/orequipment w ca servicing the building (Describe in a Comments area) 12.8 ft.(m) E 75 o f) Lowest adjacent (finished) grade (LAG) 12.5 ft.(m) z m o g) Highest adjacent (finished) grade (HAG) 12. 9 ft.(m) o h) No. of permanent openings (flood vents) within 1 ft. above adjacent grade 0 o i) Total area of all permanent openings (flood vents) in C3.h 0 sq. in. (sq. an) SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION This certification is to be signed and sealed by a land surveyor, engineer, or architect authorized by law to certify elevation information. I certify that the information in Sections A, B, and C on this certificate represents my best efforts to interpret the data available. I understand that any false statement may be punishable by fine or imprisonment under 18 U. S. Code, Section 1001. CERTIFIERS NAME: WILLIAM R. MUSCATELLO, JR LICENSE NUMBER: 4928 TITLE: PROFESSIONAL LAND SURVEYOR & MAPPER COMPANY NAME: AMERICAN SURVEYING & MAPPING, INC. ADDRESS CITY STATE ZIP CODE 320 E. SOUTq STF EEA AE. 1 ORLANDO FL 32803 SIGNATURE KN DATE TELEPHONEk6hV , 2117/04 (407) 426 7979 FEMA Form 81-31, January 2003 See reverse side for continuation. Replaces all previous editions For Use: IMPORTANT. In these spaces, copy the corresponding information from Section A BUILDING STREET ADDRESS (Induft Apt, Unit, Suite, and/or Bldg. No.) OR P.O. ROUTE AND BOX NO. Porky Number - 184 BRISTOL FOREST TRAIL CITY STATE ZIP CODE Company NAIC Number SANFORD FL 32771 SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION (CONTINUED) Copy both sides of this Elevation Certificate for (1) community official, (2) insurance agent/company, and (3) building owner. COMMENTS ELEVATIONS SHOWN HEREON ARE BASED ON SEMINOLE COUNTY VERTICAL CONTROL MACHINERY DESCRIBED IN C3-E IS AN A /C UNIT Check here ifattachments SECTION E - BUILDING ELEVATION INFORMATION (SURVEY NOT REQUIRED) FOR ZONE AO AND ZONE A (WITHOUT BFE) ForZone AO and ZoneA (without BFE), complete Items E1 through E4. Ifthe Elevation Certificate is intended for useas supporting information fora LOMA orLOMR-F, Section C must be completed. El. Building Diagram Number _(Select the building diagram most similar to the building forwhich this certificate is being completed — see pages 6 and 7. ff no diagram accurately represents the building, provide a sketch or photograph.) E2. Thetopofthe bottom floor (including basement or enclosure) of the building is _ ft.(m) _in.(cm) above or below (check one) the highest adjacent grade, (Use natural grade, if available). E3. For Building Diagrams 6-8 with openings (seepage 7), the next higher floor or elevated floor (elevation b) of the building is _ ft.(m) _in.(crn) above the highest adjacent grade. Complete items C3.h and C3.i on frontof form. E4. The top of the platform of machinery and/or equipment servicing the building is _ ft.(m) _in.(cm) above or below (check one) the highest adjacent grade. (Use natural grade, if available). - E5. For Zone AO only: If no flood depth number is available, is the top of the bottom floor elevated in accordance with the community'sfloodplain management ordinance? Yes No Unknown. The local official must certify this information in Section G. SECTION F - PROPERTY OWNER (OR OWNER'S REPRESENTATIVE) CERTIFICATION The property owner or owner's authorized representative who completes Sections A, B, C (Items C3.h and C3.i only), and E for Zone A (without a FEMA-issued or community - issued BFE) or Zone AO must sign here. The statements in Sections A, B, C, and E are correct to the best ofmy knowledge. PROPERTY OWNER'S OR OWNER'S AUTHORIZED REPRESENTATIVE'S NAME ADDRESS CITY STATE ZIP CODE SIGNATURE DATE TELEPHONE COMMENTS Check here if attachments SECTION G - COMMUNITY INFORMATION (OPTIONAL) The local official who is authorized by law orordinance to administer the community's floodplain management ordinance can complete Sections A, B, C (orE), and G ofthis Elevation Certificate. Complete the applicable item(s) and sign below. G1. The information in Section C was taken from other documentation that has been signed and embossed by a licensed surveyor, engineer, or architect who is authorized by state or local law to certify elevation information. (Indicate the source and date of the elevation data in the Comments area below.) G2. A community official completed Section E for a building located in Zone A (without a FEMA4ssued or community4ssued BFE) orZone A0, G3. Thefollowing information (Items G4-G9) is provided for community floodplain management purposes. G4. PERMIT NUMBER I G5. DATE PERMIT ISSUED I G6. DATE CERTIFICATE OF G7. This permit has been issued for. New Construction Substantial Improvement G8. Elevation of as -built lowest floor (including basement) of the building is: _ _ft.(m) Datum: G9. BFE or (in Zone AO) depth of flooding atthe building site is: _ ft.(m) Datum: LOCAL OFFICIAL'S NAME TITLE COMMUNITY NAME TELEPHONE SIGNATURE DATE COMMENTS Check here ifattachments FEMA Form 81-31, January 2003 Replaces all previous editions I PLAT OF SURVEY DESCRIPTION: (AS FURNISHED) LOT 50, PRESERVE AT LAKE MONROE AS RECORDED IN PLAT BOOK 62, PAGES 12-15 OF THE PUBLIC RECORDS OF SEMINOLE COUNTY, FLORIDA NOTE: THE FINISHED FLOOR ELEVATION OF THIS STRUCTURE MEETS OR EXCEEDS THE THE REQUIREMENTS SET FORTH IN THE CITY OF SANFORD CODE CHAPTER 6, SEC. 6-7(A). D A= 36'59'31" L=32.28' R=50.00' CB=S83'19'02"W C=31.72' ' LEGEND OSET 1/2" IRON ROD AND CAPLB #6393 (2/15/04) Q FNO NAIL AND DISC LB #68 (2/16/04) OFND 1/2" IRON ROD AND CAPLB #6393 (2/16/04) CNA CORNER NOT ACCESSIBLE A DENOTES DELTA ANGLE L DENOTES ARC LENGTH - C.8. DENOTES CHORD BEARING PC - DENOTES POINT OF CURVATURE PI DENOTES POINT OF INTERSECTION PRC DENOTES POINT OF REVERSE CURVATURE PT DENOTES POINT OF TANGENCY TYP TYPICAL A/C AIR CONDITIONER CBW CONCRETE BLOCK WALLRPRADIUSP 01 U OVERhEADDINTUTILITY LINE LOT 51 ID IDENTIFICATION _ POL POINT ON LINE PCC POINT OF COMPOUND CURVE BUILDING SETBACK LINE - CENTERLINE RIGHT OF WAY LINE 4 EXISTING ELEVATION CONCRETE LB LAND SURVEYING BUSINESS LS ,LAND SURVEYOR PRM PERMANENT REFERENCE MONUMENT PCP PERMANENT CONTROL POINT P) PER PLAT M) MEASURED FND FOUND C/W CONCRETE WALK S/W SIDEWALK CP CONCRETE PAD CS CONCRETE SLAB C CHORD LENGTH PK PARKER KALON R RADIUS POC POINT OF CURVE NOTE: 1. ALL DIRECTIONS AND DISTANCES HAVE BEEN FIELD VERIFIED AND ANY INCONSISTENCIES HAVE BEEN NOTED ON THE SURVEY, IF ANY. 2. PROPERTY CORNERS SHOWN HEREON WERE SET/FOUND ON 02-16-04, UNLESS OTHERWISE SH,OWN. 3. THE SURVEYOR HAS NOT ABSTRACTED THE LAND SHOWN HEREON FOR EASEMENTS, RIGHT OF WAY, RESTRICTIONS OF RECORD WHICH MAY AFFECT THE TITLE OR USE OF THE LAND. 4. NO UNDERGROUND IMPROVEMENTS HAVE BEEN LOCATED EXCEPT AS SHOWN. 5. NOT VALID WITHOUT THE SIGNATURE AND THE ORIGINAL RAISED SEAL OF A FLORIDA LICENSED SURVEYOR AND MAPPER. N6 STORMWq RMAAGEh1 "A - TER AREA 5768•27' 1" = 30' GRAPHIC SCALE 0 15 30 FENCE IS - I 0.4' OFF LOT 50 ' 9.705 SOFT. 3 -6' PLASTIC FENCE rrI 16 ' I 40.0' 18.0, 19 12. y \ 30? 12 3 LOT 49 In TWO STORY I r- 109' r \ CONCRETE BLOCK WOOD FRAME I 3 RESIDENCE o G\\ a FINISH FLOOR .6 o ELEVATION=13.26 1 QI W I y I , r zj 0) COVERED 11.0' N2,\\ ENTRY 8.3' 9.30 I E E 22DN1S . . n13. 0 Q 20. 7' 3. C/W ORETE,". NCII DRIVEWAY., yy-' - r- OTIENT / - 10. EASEMi ,tip FND 1/2" IRON ROD PN 0... ANDCAP11 LEI # 68 (2/16/04) I or nI? ofrol .= II I PI S89'S3'21"W RP 12.11 25. 00 W iT7 CENTERLINE OF-' N _. RIGHT-OF-WAY o - o rnIO o NW N r O om N Pr D - 1 j CERTIFIED TO AND FOR THE D EXCLUSIVE USE OF: THOMAS R. HUDSON FIRST AMERICAN TITLE INSURANCE COMPANY. I HAVE EXAMINED THE F.I.R.M. COMMUNITY PANEL NO 120294 0035 E DATED 4/17/95 AND FOUND THE SUBJECT PROPERTY APPEARS TO LIE,IN ZONE X, AREA OUTSIDE 100 YEAR FLOOD PLANE ELEVATIONS SHOWN HEREON ARE BASED ON SEMINOLE COUNTY VERTICAL CONTROL AS FURNISHED. BEARINGS SHOWN HEREON ARE BASED ON THE EASTERLY LINE OF LOT 50 BEING S 13'29'36" W PER PLAT. FIELD DATE:) 9-26-03 REVISED: 1" = 30 FEET FINAL 2-16-04 CKB SCALE: ORMBOARD 10- 7-03 CKB APPROVED BY: WRM 3EPOSITION 09/09/03 SDO EPOSITION 08/ 21/03 SOO JOB N0. ASM39664 FLIP HOUSE 8-20-03 JML DRAWN BY: JPLOT PLAN 06/19/03 SOO PLAN 01- 09-03 CKB AMERICAN SURVEYING & MAPPING CERTIFICATION OF AUTHORIZATION NUMBER LBa6393 320 EAST SOUTH STREET, SUITE 180 ORLANDO, FLORIDA 32801 (407) 426-7979 I HEREBY CERTIFY, THAT THIS BOUNDARY SURVEY, SUBJECT TO THE SURVEYOR'S NOTI CONTAINED HEREON MEETS THE APPLICABLE MINIMUM TECHNICAL STANDARDS SET FOR1 BY THE FLORIDA BOARD OF PROFESSIONAL SURVEYORS AND MAPPERS IN CHAPTER 611317-6, FLORIDA ADMINISTRATIVE CODE PURSUANT TO CHAPTER 472.027, FLORIDA AM 'R. MUSCATELLIO JR ZZ{- FOR THE FIRM SMl149 DATE L PLAT OF SURVEY DESCRIPTION: (AS FURNISHED) LOT 50, PRESERVE AT LAKE MONROE AS RECORDED IN PLAT BOOK 62, PAGES 12-15 OF THE PUBLIC RECORDS OF SEMINOLE COUNTY, FLORIDA NOTE: THE FINISHED FLOOR ELEVATION OF THIS STRUCTURE MEETS OR EXCEEDS THE THE REQUIREMENTS SET FORTH IN THE CITY OF SANFORD CODE CHAPTER 6, SEC. 6-7(A). O A= 36'59'31" L= 32.28' . R=50.00' CB=S83'19'02"W C=31.72' LEGEND SET1/2" IRON ROD AND CAPOLEI06393 (2/16/04) QFND NAIL AND DISC LB #68 (2/16/04) O.FND 1/2" IRON ROD AND CAPLB #6393 (2/16/04) CNA CORNER NOT ACCESSIBLE A DENOTES DELTA ANGLE L DENOTES ARC LENGTH - C.B. DENOTES CHORD BEARING PC DENOTES POINT OF CURVATURE PI DENOTES POINT OF INTERSECTION PRC DENOTES POINT OF REVERSE CURVATURE PT DENOTES POINT OF TANGENCY TYP TYPICAL A/C AIR CONDITIONER CBW CONCRETE BLOCK WALL RAIUS PO CHU OVER HE ( NT UTILITY LINE LOT 51 ID - IDENTIFICATION POL POINT ON LINE PCC POINT OF COMPOUND CURVE BUILDING SETBACK LINE CENTERLINE - RIGHT OF WAY LINE AAL 4 EXISTING ELEVATION CONCRETE LB .LAND SURVEYING BUSINESS LS LAND SURVEYOR PRM PERMANENT REFERENCE MONUMENT PCP PERMANENT CONTROL POINT P) PER PLAT M) MEASURED FND FOUND C/W. CONCRETE WALK S/W SIDEWALK CP CONCRETE PAD CS CONCRETE SLAB C CHORD LENGTH PIE PARKER KALON R RADIUS POC POINT OF CURVE NOTE: 1. ALL DIRECTIONS AND DISTANCES HAVE BEEN FIELD VERIFIED AND ANY INCONSISTENCIES HAVE BEEN NOTED ON THE SURVEY, IF ANY. 2. PROPERTY CORNERS SHOWN HEREON WERE SET/FOUND ON 02-16-04, UNLESS OTHERWISE SHOWN. 3. THE SURVEYOR HAS NOT ABSTRACTED THE LAND SHOWN HEREON FOR EASEMENTS, RIGHT OF WAY, RESTRICTIONS OF RECORD WHICH MAY AFFECT THE TITLE OR USE OF THE LAND. 4. NO UNDERGROUND IMPROVEMENTS HAVE BEEN LOCATED EXCEPT AS SHOWN. 5. NOT VALID WITHOUT THE SIGNATURE AND THE ORIGINAL RAISED SEAL OF A FLORIDA LICENSED SURVEYOR. AND MAPPER. IZ 4 vC V I HAVE EXAMINED THE F.I.R.M. COMMUNITY PANEL NO 120294 0035 E DATED 4/17/95 AND FOUND THE SUBJECT PROPERTY APPEARS TO LIE IN ZONE X, AREA. OUTSIDE 100 YEAR FLOOD PLANE ELEVATIONS SHOWN HEREON ARE BASED ON SEMINOLE COUNTY VERTICAL CONTROL AS FURNISHED. - BEARINGS SHOWN HEREON ARE BASED ON THE EASTERLY LINE OF LOT 50 BEING S 13'29'36" W PER PLAT. FIELD DATE:) 9-26-03 REVISED: SCALE: 1" = 30 FEET INAL 2-16-04 CKB ORMBOARD 10-7-03 CKB APPROVED BY: WRM 3EPOSITION 09/09/03 SDO REPOSITION 08/21/03 SDO JOB NO. ASM39664 FLIP HOUSE 8-20-03 JML DRAWN BY: PLOT PLAN 06/19/03 SDO LOT PLAN 01-09-03 CKB S TORMK,q TERRA4qACEMENT AREA 7.2 7' S7g` 3 I II 1, I LOT 50 M9,705 SO.FT. t II 6.0' fI 40.0' 18.0'1 I 1" = 30' GRAPHIC SCALE 6 15 30 FENCE IS 0.4' OFF 8' PLASTIC FENCE LOT 49 rn TWO STORY x a a CONCRETE BLOCK WOOD FRAME I wIw3. RESIDENCE O y a FINISH FLOOR W c D o ELEVATION=13.26 l C%,J QCOVERED11.0' I ENTRY i FENC IS7.2' 2 ON 20.7' e 3 C/W iCONCRETE(( DRIVEWAY• , 11 w , N , O! I ASMENT. 4' SSW' FND 1/2" IRON ROD AND CAP 1LB #68 (2/16/04) I1 14iofnofe hi a 1= 12 PI S89'53'21"W II RP 12.11 25.00' CENTERLINE OF--'- NRIGHT-OF-WAY W rn o OIm N r O r1 A O uH b m i W PT n CERTIFIED TO AND FOR THE D EXCLUSIVE USE OF: r THOMAS R. HUDSON FIRST AMERICAN TITLE INSURANCE COMPANY ORLANDO, FLORIDA 32801 (407) 426-7979 I HEREBY CERTIFY, THAT THIS BOUNDARY SURVEY, SUBJECT TO THE SURVEYOR'S NOT CONTAINED HEREON MEETS THE APPLICABLE MINIMUM TECHNICAL STANDARDS" SET FOR' BY THE FLORIDA BOARD OF PROFESSIONAL SURVEYORS AND MAPPERS IN CHAPTER 611317-6, FLORIDA ADMINISTRATIVE CODE PURSUANT TO CHAPTER 472.027, FLORIDA Z.,Z{-x} MUPCATELL'0 JR. `PSM#494$ DATE( i L J City of Sanford 14 Department of Engineering and Planning CODE QTY DESCRIPTION PRICE TOTAL BP Applications & Permits - Includes Plan Amendments, Rezoning, Conditional Use, Arbor Permits, etc. Must be accompanied by form from Building Department. Return this form or receipt to Department of Engineering & Planning, plus a copy to Finance Dept. Permit No. SA Comprehensive Plan ` With Future Land Use Map) $60.00 SA Land Development Regulation N_ i yQ._: 01, 0r3y?r; 1 With Generalized Zoning Distrid Map) Da1ic$;6'/>/N:{ lh 1;eceipi nt. ::38bb 1i1 •)tp'_i``.•) (tl :Jtj{U F• 1 1.75 SA — Maps (B/Vy Cf;ftpn t1.f if ri I OA 1 e rai 1.tt8 z Maps (Color) Tot 1 ni i.7ti 1.. i'S SA Photocopies: S one-sided ira <i it 1i'/il/b31S line: iiasg:;Je0.5 ' two-sided $0.20 _ certified $1.00 SA Other: AL Administrative Letter $25.00 t REVISIONS PERMIT # D3-Goo ADDRESS DATE /G le3 1 ' CONTRACTOR PH # i ( F Ax ff 'o DESCPRITION OF REVISION: UTILITIES FIRE PLOT PLAN DESCRIPTION: (AS FURNISHED) LOT 50, PRESERVE AT LAKE MONROE AS RECORDED IN PLAT BOOK 62, PAGES 12-15 OF THE.PUBLIC RECORDS OF SEMINOLE COUNTY, FLORIDA IMPERVIOUS CALCULATIONS A OT ON[ Yl LOT 50 CONTAINS 9705 SQUARE FEET t LOT ONLY) THIS STRUCTURE CONTAINS 1880 SQUARE FEET t TOTAL CONCRETE 678 (WITHIN LOT ONLY) SO. FT. t TOTAL SOD 7147 SO. FT, t PERCENT OF CONCRETE & STRUCTURE TO LOT 26% t SOHARF Ff11TTAf:F (TIP TO f.11RRI LOT 50 UP TO CURB CONTAINS 10,021 SQUARE FEET J. THIS STRUCTURE CONTAINS 1880 SQUARE FEET t CONCRETE 931 SO. FT. t INCLUDING (SIDEWALK/APRON) TOTAL 500 7210- SQ. FT, t Oo STORM ARA C T "Q " A=36'59'31 rr MANAGEMENT AREA L=32.28' 6N 1 E 81 27, R=50.00' $5 S 6 Sg'S3r,ECB=S83'19'02"W c16 C=31.72' LOT 50 V DRAINAGE TYPE B \ O \ R I r LEGEND BUILDING SETBACK LINE CENTERLINE RIGHT OF WAY LINE X)Y)' PROPOSED ELEVATION PROPOSED DRAINAGE FLOW CONCRETE LB LAND SURVEYING BUSINESS LOT 51 LS LAND SURVEYOR PRM PERMANENT REFERENCE MONUMENT PCP PERMANENT CONTROL POINT P) PER PLAT M) MEASURED TND FOUND C/W CONCRETE WALK S/W SIDEWALK CP CONCRETE PAD PD PLAT BOOK R RADII IS PGS PAGES MLW MINIMUM LOT WIDTH POO POINT ON BOUNDARY FCC POINT OF COMPOUND CURVATURE POC POINT ON CURVE OR OFFICIAL RECORD PD PLANNED DEVELOPMENT A DENOTES DELTA ANGLE L DENOTES ARC LENGTH C.B. DENOTES CHORD DEARING PC DENOTES POINT OF CURVATURE PI DENO TF_S POINT OF INTERSECTION PRC DENOTES POINT OF REVERSE CURVATURE PT DENOTES POINT OF TANGENCY 1YP TYPICAL A/C AIR CONDITIONER t:BW CONCRETE BLOCK WALL RP RADIUS POINT CS CONCRETE SLAB C CHORD LENGTH SO. FT. SQUARE FEET NG NATURAL GRADE R/W R1014T-OF-WAY PREPARED FOR: CENTEX HOMES 1. ELEVATIONS SHOWN ARE PER LOT GRADING PLANS PROVIDED BY THE CLIENT. i I" = 30' GRAPHIC SCALE 0 15 30 3" AapO f I 3 h^^ LOT 49mIW Ty \ o \\\ O. PROPOSCO OOR I W w MW J Qs\ Z Z4 0 Fl j0 r N O\ .O. O• II I 18 1 0 a/ I 1C I 9 9 oal• •, ' fr r THIS PLOT PLAN IS INTENDED FOR PERMITTING PURPOSES ONLY. THIS IS NOT INTENDED FOR THE CONSTRUCTION OF THE PROPOSED HOUSE. REFER TO HOUSE PLAN AND OPTION LIST FOR CONSTRUCTION. ALL BUILDING SET BACK LINES SHOWN HEREON IS PER DATA FURNISHED BY CLIENT AND IS FOR INFORMATIONAL PURPOSES ONLY. THIS IS NOT A SURVEY THIS IS A PLOT PLAN ONLY I HAVE EXAMINED THE F.I.R.M. COMMUNITY PANEL NO 120294 0035 E DATED 4/17/95 AND FOUND THE SUBJECT PROPERTY APPEARS TO LIE IN ZONE X, AREA OUTSIDE 100 YEAR FLOOD PLANE BEARINGS SHOWN HEREON ARE BASED ON THE EASTERLY LINE OF LOT 50 BEING S 13'29'36" W PER PLAT. FIELD DATE:) REVISED: SCALE: 1„ = 30 FEET APPROVED BY: WRM l--- EPOSITION 09/09/03 SDO SITION 08/21/03 SDO HOUSE 8-20-03 JML PLAN 06/19/03 SDO PLAN 01-09-03 CK8 I ola hli fzIrII PI II 58 .1 "W ARP 2s.00oo'lW Z77 CENTERLINE OF'"—w in RIGHT-OF-WAY $ m I 0 n T p 1 6I 0 x ; u tiom i En PT n D r AMERICAN SURVEYING & MAPPING CERTIFICATION OF AUTHORIZATION NUMBER LBa6393 320 EAST SOUTH STREET, SUITE 180 ORLANDO, FLORIDA 32801 ( 407) 426-7979 PLANS l"VIEWED CITY YOF SANF®RD BUILDING SETBACKS FRONT: 25' REAR: 20' SIDE: 5' CORNER: 15' 1. THE SURVEYOR HAS NOT ABSTRACTED THE LAND SHOWN HEREON FOR EASEMENTS, RIGHT OF WAY, RESTRICTIONS OF RECORD WHICH MAY AFFECT THE TITLE OR USE OF THE LAND 2. NO UNDERGROUND IMPROVEMENTS HAVE BEEN LOCATED EXCEPT AS SHOWN. 3. NOT VALID WITHOUT THE SIGNATURE AND THE ORIGINAL RAISED SEAL OF A FLORIDA -LICENSED SURVEYOR AND MAPPER. JOB NO. ASM39664 DRAWN BY: FOR THE FIRM WILLIAM R. M CATELLO JR. PSMb4 28 DATE 40'-0' 3. 0° 24 -r V-9 V2° t-2x4 Fr5T F+ :Bo F csMvrDu Sr {_ RLD -25 TO 0 5' TO BEAM V22/ -24) {+221 -24) — ECPES la C 5EDRM 1 u " v DE R!l d3 B CAGEY FLR - s 8' FLR 6 FLAT L - 2468 c+ t665 C1 Ibbs " Q Im Fk f Q 16bb F.S>tat4t - FR 15 BED *4 CARPET FLR m b'RAT OPT "5 i [ 7-7t4 "T W2 -OD F M Boncm OF POST N4QTF-. AIR RARDLEfR TO 6Satt F:E55 Mtht OF k' CLEARAtiCE GN--.- ALL SIDES AND ESL SFA:CE--44ALL BE M . Y2' _-- SH-25 P:nJER T"AN APPLWNCE _ (+22/ -29 dFATSWit)W Toe All) aTGP .&.'Ds2EX3iTCfik GAMEROOM CARr?7FLR 6' FLAT --.. SECOW RB OMW4LLSAREARWALLS j5EE DETA153EET FCR S4EAR WALL 5 7EL;E<'Ef Jz_ NAR_ 5PAr-W, mod. (+2t/ - 28) 141.I,C. CAtFET FLR 35 22/- 29) 2 i f _- SCALE = 114'= r-m° k"- 2' 4'-6 t 7' tl'-3 t/2" 20'- 3 t/2' i STAIR I FO ATION HEeHT E:, AH tE%CfCIC I/f3EL3i2CiCM tads 1 6FJSERS> 15 V 1/2° EALN TREAEI' S: 14 1- ILI' EALH CUT DOM 2i24 STAIR 2xt2y M`4° t f'4tL EPdTR C CLiSETNOIF 5,-_ AM KT5. SEE STAIR =AJL m IN ST ETS fX6 ESA ,K FOR AMITUNAL EC7 F t TION, } 2xt2 SlRI ft PATIO CGSti Fi RRL a 3'- S`gI_4° OM Afic % LC-ATION W SH- 25 SH-25 fr m 22/ - 29) (+22/ -24) n mRas E 21/ - 23) --- iu_ I.C. ca ssRat C b' FLAT aC k•-® c. 1es naen , LIV l NsT 9 O C TFIR KITCPEPI a° b' R-X VAFTL. G R6' FLAT 'a` y, y VdSTL fV a9 42, W-44DW jj} yy 9ARTiVa z 23t OFT, TUB/ 5 T WA wr_ 21: 55 tt} 99G £ f 2 66 w XF t _I tLOTF- AR P LER TO PAVE = 4 • SY ( 7) Bor- 76 a MN_ GF d' CLE Cif tti UL ALL SDES ANV ENGLOSIF'E E TfUALL RAW tU#6ER THAN AR'PLIANCE aKi 5` ob y, y.,; {, ±? p }-M._`-,}}.{__ APT Cd CAFS- EFFLR ff FLdi Q vFLAT TY ACCE55 WtT-i £T.3 jag. 2t/-23) n- 2S 2- CAR CsARA6E MR e' FLAT n CN I—, e LOi1SCALE V4°= I'-O` ` H gig 1(` X T O-I-fD. (+n/-23) E NGE N EE t NC3 5a- FT. CALCUI-ATI 5 Ist R-OO2 14!xO * Ind FLOOF t7TI TOTAL LfVW AREA 2124 0 ENTRY 2 GAPAGE Oki TOTAL A 3& 5 FAW 40 # TOTAL AFEA 3i93 # km _ C4077 n4-SD43 rxx (407) 774-ea77 nr FoX1613KT , FL 32716 M4GMAS J_ PEI 47BI? LEGEND - FORD OFSAITIE BUM ® V-V AFF, m ALL NTEFWR VALL6 TO BE 3 V2' MID 6.#2 6'M-72-89H07- ELEt+A °k' sheet NOTE: a SEE FOUNDATION PLAN To 5E FOR ALL t A FILLED CELL LOCATION. [!Ht r L z° X E5S AL s A!C CL T DETAIL TOBELE2° x Yam" ESS tdOTE17 f3T6-i£fii3iSE 5G LE- a°=Y-0" Of: k PLOT PLAN DESCRIPTION: AS FURNISHED) LOT 50, PRESERVE AT LAKE MONROE AS RECORDED IN PLAT BOOK 62, PAGES 12-15 OF THE PUBLIC RECORDS OF SEMINOLE COUNTY, FLORIDA IMPERVIOUS CALCUI ATIONS (LOT ONLY) LOT 50 CONTAINS 9705 SQUARE FEET ± (LOT ONLY) SQUARE FOOTAGE (-UP TO CURB) THIS STRUCTURE CONTAINS 1880 SQUARE FEET 1 LOT 50 UP TO CURB CONTAINS 10,021 SQUARE FEET I THIS STRUCTURE CONTAINS 1880 SQUARE FEET iTOTALCONCRETE538 (WITHIN LOT ONLY) SQ. FT, T TOTAL SOD 7287 S0. FT.CONCRETE 799 SO. FT ± INCIF.UDING (SIDEWAL,K /APRON) PERCENT OF CONCRETE & STRUCTURE TO LOT 25% t TOTAL SOD 7342 SQ FT. i 0 6= 36'59,31 L= 32.28' R=50,00' C B = S 8 3"19'0 2 W 0 C=31,72' rx 41, LEGEND WILDING SrTUACK LINE CENTERLINE RIGHT OF WAY FINE PROPOSED ELEVATION PROPOSED DRAINAGE_ FLOW CONCRI, IF I D ANP SURVEYING BUSINESS LOT 51 LAND SURVEYOR FRKI PLPMANTNT REFERENCE MONUMENT pcp PFI?MAN[NT CONTROL POINT P) IPLRPLAT M) MEA4ILRLD FN0 FOUNDCCOHCR(_TF WAI-KWwSO[ WAI K Cl' CON (j, rl[ PAD 0 PLAT )(11K RADIUS pGS PAGLS MI W MINIMUM LOT WIPT11 POP POINT ON BOUNDARY PCC PONt Of COMPOUND CURVATURE POC POINT ON CURVE OR Of ` CIAIF RECORD PD P1 - ANIALD DEVELOPMENT Z% DENOTES DELTA ANGI-F. I DENOTES ARC LENCTif C.H. DEN0 TFS CHORD FEARING PC OLNOTLS POINT OF CURVATURE Pi DENOTES PONTOF INTERSECTION pAC DCNOIFS POINT OF REVERSE CURVATURE PT nFNOi,S POINT OF TANGENCY TYP rypiCAL A/ C AIR CONPHIONCR CHW CONCRETE BLOCK WALL PP RADIUS POINT CS CGNCR I Tt- SADC CHORD LENGTH SO FT. SOUARF FEET AGNATURAL GRADE P/W RI Gl T--CF-WAY PREPARED FOR, CENTEX HOMES 1. ELEVATIONS SHOWN ARE PER LOT GRADING PLANS PROVIDED BY THE CLIENT. THIS PLOT PLAN IS INTENDED FOR PERMITTING PURPOSES ONLY, THIS IS NOT INTENDED FOR TFfr CONSTRUCTION OF THE PROPOSED HOUSE, REFER TO HOUSE PLAN AND OPTION LIST FOR CONSTRUCTION. ALL BUILDING SET BACK LINES SHOWN HEREON IS PER DATA FURNISHED BY CLIENT AND IS FOR INFORMATIONAL PURPOSES ONLY, THIS IS NOT A SURVEY I HAVE EXAMINED THE FA.R.M, COMMUNITY PANEL NO 120294 0035 E DATED 4XI7Z95 AND FOUND THE SUBJECT PROPERTY APPEARS TO LIE IN ZONE X. AREA OUTSIDE 100 YEAR FLOOD PLANE BEARINGS SHOWN HEREON ARE EASED ON THE EASTERLY LINE OF LOT 50 DOING S 13'29'36" W PER PEAT FIELD DATE:) REVISED, SCALE: I" = 30 FEET APPROVED BY: WERM I --- ly_ 0, A/C 6 o TRACT SrORUWATER AlANACCUEt4TAFTER1 S, 76872/- 5 4 tOTI50NAC T 11 FptrI D' 40.00' PROPOSED 2724 FINISHED FLOOR ELEVATION- 12. 70 C)) rr 20 t" F- ow- 11YE or m PISd rrr fRP 25, 00' V_ CLNTFRLINE OF—' V) RIGHT- OF-WAY 00oM U) PT AMFRIqAN !SURVPYlN_&M A P P IN G, q CERTIFICATION OF AUTHORIZATIONNUMBER LB#6393 320 EAST SOUTH STREET, SUITE 180 ORLANDO, FLORIDA 32801 (4 07) 426- 7979 c\j I._,OT 49 I" - 30' GRAPHIC SCALE 15 30 ftq q cily BUILDING SETBACKS FRONT: 25' REAR: 20' SIDE: 5' CORNER: 15, 1. THE SURVEYOR HAS NOT ABSTRACTED THE LAND SHOWN HEREON FOR EASEMENTS, RIGHT OF WAY, RESTRICTIONS OF RECORD WHICH MAY AFFECT THE TITLE OR USE OF THE LAND 2, NO UNDERGROUND IMPROVEMENTS HAVE BEEN LOCATED EXCEPT AS SHOWN, 3, NOT VALID WITHOUT THE SIGNATURE AND THE ORIGINAL RAISED SEAL OF A FLORIDA LICENSED SURVEYOR AND MAPPER, JOB NO, ASM396154 POGI PLAN 06/19/ 03_ SDO DRAWN BY: PLOTPLANPLAN 01- 09-03 CK8 FOR xl/ . — THE VID M. OeFILIPPOPSM#5038' OA FLORIDAFORM60OA-2001 ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Community Affairs Residential Whole Building Performance Method A Project Name: 2724 /LMR O - wilder. GENTEX HC)MES Address: /' '"T BRISTOL FOREST TRAIL Permitting Office: CITY OF SANFORD City, State: LAKE MONROE, FL Permit Number: Owner: CENTEX HOMES Jurisdiction Number: 691500 Climate Zone: Central I. New construction or existing New 12. Cooling systems 2_ Single family or multi -family Single family a. Central Unit Cap: 22.0 kBtulhr 3. Number of units, if multi-farnily I SEER: 12.00 4_ Number of fiedroone; 5 b_ Central Unit Cap_ 22.0 kBtuft _ 5. Is this a worst case? Yes _ SEER: 12.00 6. Conditioned floor area (ft') 2724 ft' c. N/A 7. Glass area & type a. Clear - single pane 253.0 ft' 13. Heating systems b_ Clear - double pane 0.0 ft, a. Electric Heat Pump Cap_ 29 0 kBri /hr _ c. Tint/other SIlGC - single pane 0.0 ft' HSPF_ 7_80 d. Tindother SHGC. - double pane 0.0 ft' b. Electric Heat Pump Cap: 22.0 kBlu/hr 8_ Floor types HSPF: 7.75 _ a. Slab -Con -Grade Edge Insulation R=0.0, 130.0(p) It _ c. N/A b. Raised Wood, Adjacent R-11.0, 112.0ft' _ c_ N/A 14. Hot water systems 9. Wall types a_ Electric Resistance Cap: 50.0 gallons _ a. Concrete, Int lnsul, Exterior R-4.1, 886.0 W _ EF: 0.86 b. Frame, Wood, Exterior R=11.0, 1097.0 ft' — b. N/A c. Frame, Wood, Adjacent R=11.0, 206.0 ft' d. NIA c. Conservation credits e_ N/A HR-Beat recovery, Solar 1 Q Ceiling types DI1P-Dedicated heat pump) a_ Under Attic R=19.0, 1459.0 II' 15. HVAC credits PT, h. N/A Cl'-Ccrhng fail, CV -Cross Ventilation, c. N/A I IF -Whole house fan, I l . Ducts P"T-Progranitllablc "Thermostat, a. Sup: Unc. Ret: Unc. AI1: Interior Sup, R=6.0, I.0 ft MZ-C-Multizone cooling, b. Sup: Unc. Ret: Unc. All: Interior Sup_ R=6.0, 1.0 It MZ-H-Multizone heating) Glass/Floor Area: 0.09 Total as -built points: 34544 Total base points: 40533 A I hereby certify that the plans and specifications covered by this calculation are in compliance with the Florida Energy Code. PREPARED BY: DATE: Q I hereby certify that this building, as designed, is in compliance with the Florid nergy Cod OWNERIAGENT: DATE:Q Review of the plans and j:, specifications covered by this calculation indicates compliance with the Florida Energy Code. Before construction is completed 3 this building will be inspected for i { with Section 553.908 Florida Statutes, Or) Wy. DATE: compliance EnergyGaugeO (Version: FLRCSB v3_2) FORM 60OA-2001 3 Residential Whole Building Performance Method A - Details IADDRESS: I I , PERMIT #.- BASE AS -BUILT GLASS TYPES A 8 X Conditioned X BSPM = Points Overhang Floor Area Type/SC Ornt Len Hgt Area X SPM X SOF = Points A8 2724.0 25.78 12640.5 Single, Clear W 1.4 15.0 32-0 53.47 1,00 1702-9 Single, Clear W 3.0 7.0 14.0 53.47 038 587.4 Single, Clear E 1A 15,0 32.0 59-31 0.99 1887,9 Single, Clear E 1.4 17.0 40.0 59-31 1.00 2361.3 Single, Clear S 1.4 15.0 16,0 44.66 0.99 708.2 Single, Clear S 1A 6,0 16,0 44.66 0-89 634,2 Single, Clear W 1.4 6-0 23-0 53-47 0.93 1142.7 Single, Clear W 1-4 6-0 32.0 5147 0.93 1589,8 Single, Clear E 1.4 6-0 16.0 59.31 0.93 882.5 Single, Clear E 1A 6.0 16.0 59-31 0-93 882,5 Single, Clear W 1A 6.0 16-0 53.47 0.93 794.9 As -Built Total. 2510 131743 WALL TYPES Area X BSPM Points Type R-Value Area X SPM = Points Adjacent 206.0 0.70 144,2 Concrete, Int Insul, Exterior 4,1 886.0 118 1045.5 Exterior 1983.0 1.90 37673 Frarne, Wood, Exterior 11-0 1097-0 1.90 2084-3 Frame, Wood, Adjacent 11.0 206.0 0-70 144,2 Base Total: 2189.0 3911-9 As -Built Total: 2189.0 3274.0 DOOR TYPES Area X BSPM Points Type Area X SPM Points Adjacent 18-0 1.60 28.8 Exterior Wood 20.0 7-20 144.0 Exterior 20.0 4,80 96-0 Adjacent Wood 18,0 2.40 43.2 Base Total: 38.0 124.8 As -Built Total.- 38.0 187.2 CEILING TYPES Area X BSPM Points Type R-Value Area X SPM X SCM = Points Under Attic 1459,0 213 3107.7 Under Attic 19.0 1459-0 2.82 X 1.00 4114.4 Base Total: 1459.0 31073 As -Built Total: 1459.0 4114A FLOOR TYPES Area X BSPM Points Type R-Value Area X SPM = Points Slab 130,0(p) 31,8 4134,0 Slab -On -Grade Edge Insulation 0-0 130,0(p 31-90 4147.0 Raised 112,0 3.43 384.2 Raised Wood, Adjacent 11,0 112.0 1.80 201,6 Base Total: 4518.2 As -Built Total- 242,0 3945A INFILTRATION Area X BSPM Points Area X SPM = Points 2724,0 14.31 38980.4 2724.0 14,31 38980A EnergyGauge(O DCA Form 60OA-2001 EnergyGaugeCR)IFIaRES'2001 FLRCS13 v3.2 FORM 60OA-2001 RV11"M I1111,11i 111 11 grill 0, AS -BUILT 7L'Summer Base Points: 54247.1 i Summer As -Built Points: 557"4,9 TotalSummer X System Cooling X Cap X Duct X System X Credit Cooling Points Multiplier Points Component Ratio Multiplier Multiplier Multiplier Points DIM x DSM x AHU) 55784.9 0.569 1.087 x 1,150 x 0.90) 0.284 09150 9634.1 557849 0.431 1-087 x 1-150 x 0.90) 02M 0,950 7308.6 1 54247.1 0.4266 23141.8 55784.9 1.00 1.125 0.284 0.950 16942.7 EnergyGauqe"' DGA Form 600A-2001 EnergyGauge(WHaRES'2001 FLRCSB v3.2 BASE AS -BUILT GLASSF18X Conditioned18X Conditioned XX BWPM Points verhang Floor Area Type/SC Ornt Len Mgt Area X WPM X WOF Point 18 2724.0 5,86 2873,3 Single, Clear W 1A 15,0 32,0 10,74 1-00 343,5 Single, Clear W 3,0 7,0 14.0 10,74 1,03 155.6 Single, Clear E 1A 15,0 32,0 9-96 1,00 319.9 Single, Clear E 1A 17,0 40,0 9.96 1,00 399.7 Single, Clear S 1.4 15,0 16.0 7.73 1.00 1212 Single, Clear S 1.4 6,0 16,0 7,73 1,04 128.5 Single, Clear W 1-4 6-0 23.0 1034 101 249.2 Single, Clear W 1-4 6-0 32-0 1034 1.01 346,7 Single, Clear E 1A 6-0 16-0 9-96 1,02 161.9 Single, Clear E 1.4 6,0 16.0 9.96 1-02 161-9 Single, Clear W 1.4 6,0 16.0 10,74 1,01 173.4 As - Built Total- 253,0 2563,6 WALL TYPES Area X BWPM Points Type R-Value Area X WPM = Points Adjacent 206,0 1.80 370.8 Concrete, Int Insul, Exterior 4.1 886-0 3.31 2928-2 Exterior 1983.0 2,00 3966.0 Frame, Wood, Exterior 11.0 1097-0 2-00 2194,0 Frame, Wood, Adjacent 11.0 206-0 1.80 370,8 Base Total; 2189.0 4336.8 As -Built Total: 2189.0 5493,0 DOOR TYPES Area X BWPM Points Type Area X WPM Points Adjacent 18-0 4-00 72.0 Exterior Wood 20.0 7.60 152.0 Exterior 20,0 5.10 102.0 Adjacent Wood 18,0 5_90 106.2 Base Total-, 38,0 174.0 As -Built Total-, 38.0 258.2 CEILING TYPES Area X BWPM Points Type R-Value Area X WPM X WCM = Points Under Attic 1459.0 0.64 933.8 Under Attic 19.0 1459.0 0.87 X 1.00 1269-3 Base Total: 11459.0 933,8 As -Built Total: 1459.0 1269.3 FLOOR TYPES Area X BWPM Points Type R-Value Area X WPM = Points Slab 130.0(p) 1.9 247.0 Slab -On -Grade Edge Insulation 0.0 130,0(p 2.50 325,0 Raised 112-0 0,20 22A Raised Wood, Adjacent 11.0 112.0 1.60 201-6 Base Total: 269.4 As -Built Total: 242.0 526.G INFILTRATION Area X BWPM Points Area X WPM = Points 2724- 0 0.28 762-7 2724.0 -0,28 762,7 Energ)( GaugeO DCA Form 600A-2001 EnergyGauge0/FIaRES2()01 FLRCSB v3.2 FORM 60OA-2001 o MCFAMM . At aR Ss. , , , PERMIT #e Winter Base '+ o 9348.0 TotalWinter X System Heating Total X Cap X Duct X System X Credit Heating Points Multiplier Points Component Ratio Multiplier Multiplier Multiplier Points EnergyGaugeT" COCA Form 60OA-2001 EnergyGauge0flaRES`2001 FLRCSB v3.2 NNUESIM WATER HEATING & CODE COMPLIANCE STATUS Residential Whole Building Performance Method A - Details BASE AS —BUILT WATER HEATING Number of X Multiplier Total Tank EF Number of X Tank X Multiplier X Credit Total Bedrooms Volume Bedrooms Ratio Multiplier 5 2564.00 12820.0 WO 0.86 5 1-00 262163 1.00 13118.1 As -Built Total: 13118.1 CODE COMPLIANCE STATUS BASE AS —BUILT Cooling + Heating + Hot Water Total Cooling + Heating + Hot Water = Total Points Points Points Points Points Points Points Points 23142 4571 12820 40533 1 16943 4483 13118 34544 o EnergyGauge", DCA Form 60OA-2001 EnergyGauge(D/HaRES'2001 FLRGSB v3.2 FORM QOOA-2001 Code Compliance Checklist M, r r li"BuildingPerformanceMethod L Details 6A-21 INFILTRATION REDUCTION COMPLIANCELANCE CHECKLIST COMPONENTS__ SECTION _ REQUIREMENTS FOR EACH PRACTICE CHECK Exterior Windows & Doors 606.1,ABC,1A Maximum:,3 cfmisg ft window area .5 cfmi ft, door area. Exterior & Adjacent Walls 606.1.ABC,T2.1— Caulk, gasket, weatherstrip or seal between: windows/doors & frames, surrounding wall; foundation & wall sole or sill plate; joints between exterior wall panels at comers; utility penetrations; between wall panels & top/bottom plates; between walls and floor. EXCEPTION: Frame walls where a continuous infiltration barrier is installed that extends from and is sealed to, the foundation to the top plate, _ Floors 606.1.ABC_1.2.2 Penetrationslopenings >118" sealed unless backed by truss or joint members. EXCEPTION: Frame floors where a continuous infiltration barrier is installed that is sealed to the perimeter _ponetrations and seams. — V Ceilings 606.1.ABC12.3 Between walls & ceilings; penetrations of ceiling plane of top floor; around shafts, chases, soffits, chimneys, cabinets sealed to continuous air barrier; gaps in gyp board & top plate; attic access. EXCEPTION: Frame ceilings where a continuous infiltration barrier is installed that is sealed at the penmeter, at penetrations and seams. Recessed Lighfing Fixtures 606A.ABC.1.2.4 Type IC rated with no penetrations, sealed; or Type IC or non -IC rated, installed inside a sealed box with 112" clearance & 3" from insulation; or Type IC rated with < 2.0 cfm from conditioned spacetested-— — Multi-story— Housos - 606 1.ABG 1 2 5 Air barrier onpenmeter of floor cavity_between floors Additional Infiltration refits 606.1.ABC.1-3 Exhaust fans vented to outdoors, dampers; combustion space heaters comply with NFPA, have combustion air. 6A-22 OTHER PRESCRIPTIVE MEASURES must be met or exceeded by all re ldenees.—_ ---T_ _ COMPONENTS — SECTION REQUIREMENTS CHECK Water Heaters 612.1 Comply with efficiency requirements in Table 6-12 Switch or clearly marked circuit breaker electric) or cutoff gas)_must be rovided External or built-in heat trap required. Swimming Pools & Spas 612.1 Spas & healed pools must have covers (except solar heated). Non-commercial pools must have a pump timer. Gas spa & pool heaters must have a minimum thermal efficiency f 76%. Shower heads 612.1 Water flow must be restricted to no more than 25 callonsper minute at 80 PSIG_ Air Distribution Systems 610.1 All ducts, fittings, mechanical equipment and plenum chambers shall be mechanically attached, seated, insulated, and installed in accordance with the criteria of Section 610, Ducts in unconditioned attics_R-6 min. insulation. HVAC Controls 607.1 Sepmlo readies accessible manual or automatic thermostat for eachsystem. Insulation 604.1, 602.1 Ceilings -Min. R-19. Common walls -Frame R-11 or CBS R-3 both sides. Common ceiling & floors R-11. EnergyGauge"m DCA Form 60OA-2001 EnergyGauge(WFIaRES'2001 FLRCSB v3-2 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE SCORE* = 86.0 The higher the score, the inure efficient the home. L New construction or existing New 12- Cooling systems 2. Single family or multi -family Single family a- Central thm Cap, 29,0 kBtuft 1 Number of units, if multi -family I SEER_ 12.00 4- Number ofBedroom,,; 5 b- Central Umt Cap: 22,0 kBttvk 5. Is this a worst case? Yes SEER: 12-00 6. Conditioned floor area (W) 2124 ft2 c- NIA 7, Glass area & type a. Clear - single pane 2510 ft' 13- Hearing systems b- Clear - double pane 0-0 Itz a- Electric Heat Pump Cap: 29-0 kButlir c- Tintlothez Si-IGC - single pane 0-0 fi2 tISPF: 7,80 d, Tintlotber SIl(;C - double pane 0.0 fil b- Electric Bert pillop Cap: 22 0 kBnOn 8, Floor types FISPF: 735 a- Slab -On -Grade Edge Insulation R-0,0, 130,0(p) ft c- N/A b, Raised Wood, Adjacent R-ILO' 112oft, c. NIA 14. 1 lot water systems 9. Wall types a Electric Resistance Cap: 50.0 gallons a. Concrete, Int Imml, Exterior R-4,1, 886,0 ft' EY: 0-86 b- Frame, Wood, Exterior R--1 1.0, 1097-0 W b- N/A C, Frame, Wood, Adjacent R-A 1A 206.0 fil d- N/A c. Conservation credits c- N/A (IR-Ifeat recovery, Solar 10, Ceiling types DI IP-Dedicated treat pump) a. Under Attic R-19-0, 1459.0 fiz 15- 11VAC credits b- N/A (CF-Ceiling fan, CV -Cross ventilation, c. N/A 1IF-Whole house fail, I I . Ducts P']'-Progjaiiimable'lliei-iiiostat, a- Slip: Unc. Ret: Unc, At I: Interior Skip. R-6.0, Lo ft RII-Attic radiant barrier, b- Sop, Unc- Rer: One. All: Interior Sup- R=6 0, 1.0 It MZ-C-Multizoile Cooling, MZ-H-Multizone beating) I certify that this home has complied with the Florida Energy Efficiency Code For Building Construction through the above energy saving features which will be installed (or exceeded) home0 SN" 4inthishoebeforefinalinspection- Otherwise, a new EPI., Display Card will be completed based on installed Code compliant features - Builder Signature: Datc: JUN 18 2003 onre/ LAKE MONROE/32747AddressofNewII4KIIBRISTOLFORESTTR. C-ty/1--I, Zip NOTE: The honte's estimated criergyperformance score is only available through the FLARES computer program - This is not a Building Energy Rating, Ifyour score is 80 or greater (or 86jor a US EPAIDOE EnergyStarT designation), your home may qualifyfor energy efficiency mortgage (EEH) incentives ifyou obtain a Florida Energy Gauge Rating, Contact the Energy Gauge Hotline at 3211638-1492 or set, the Energy Gauge vveb site at wwwfisec. uefedufor information and a list ofcertified Raters- For information about Florida's Energy Efficiency Code For Building Construction, contact the Department of Community Affairs at 8501487-1824, EnergyGaugc* (Version, FLRCSB v3-2) RIGHT-J LOAD AND EQUIPMENT SUMMARY Entire House DEL AIR HEATINGAIR CONDITIONING,R Job: 2724 8.29.1 109 COMMERCE STREET, LAKE MARY, FL 32746-6206 Phone: (407) 831-2665 Pro106 For CENTEX-FCD(& JAIDOBS 11'', i iftril10l Weadw- Orlando -AP, FL, US Winter Design Conditions Summer Design Conditions Outside db 38 'F OuWe db 93 'F Inside db 70 'F Inside db 75 'F Design TD 32 'F Design TD 18 'F Daily range M Relafive hTmidity, 50 % Moisture differer-r-- 43 gr/lb Heating Summary Sensible Cooling Equipment Load Sizing Building heA loss 37444 Btuh Structure 29227 Btuh VenfiLition air 0 cfm Ventilation 1485 Bkh Ventilation air loss 0 Bfth Design temperature swing 3.0 'F Desky 1-teat load 37444 Binh Use mfg. data n RaWSwTq muk)ker 0.98 Infiltration Total Sens, equip, load 30098 Btuh Mell- tod S"lied Latent Cooling Equipment Load Sizing CaistructionqualityAverageFirepkioes 0 Intervial gains 1840 Btuh Ventilation 2212 Btuh Wait" C Ion 002723Infiltration4284 Btuh Area ( W) 2723 Total Went equip, load 8336 Btuh Volume ( w) 21792 21792 0. 70 0.40 hEqrrVIA"( 254 145 Total Reg, = mpa,*"at 38434 Btuh rbk%) 0. 70%. Sl- iR 3.6 Ion Heating Equipment Summary Cooling Equipment Summary We rVa R*e rVa Trade Wa Trade rVa rVa rVa Na Efficiency rVa Efficiency rVa HeatTig input SerrAJIe Cooling 0 Bkh Heating output 0 Btuh Latent 000lhg 0 Btuh Hwfin 17 0 'F Total coolin 0 l3kh al ri rfan 0 Cfm Actual Cooling fan 0 cf in Heating air flow factor 0.000 E*TVBtuh Cooling air flow factor 0.000 chTvBtuh Space ti-ermostat n/a Load sens"e heat ratio 0 % F) iltouit ced" by ACCA Ict n-reet A requirernents of Manual J 7t1T Ed, VVV1( jht_S"ft Right -Suite Residential" 5.5.06 RSR26014 2002-Apr-0316:50:27 CCN E:Wiles\fFox & Jacobs 2002k2724\2724.rsr Page I RIGHT-J CALCULATION PROCEDURES D Entire House DEL AIR HEATING,AIR CONDITIONING,R Job: 2724 8.29.01 109 COMMERCE STREET, LAKE MARY, FL 32746-16206 Phone: (407) 831-2665 1. Winter infiltration AVF OJO ach x 21792 ft3 x 0,0167 = 254 cfm Isolated zones = 0 cfm Total = 254 cfm Z Winter Wiftration bad 1"I x 254 Cfrn x 32 'F Writer TD 8949 Bhti 3. Winter infiltration HTIVI 8949 Bbjh 277 ft2 Total window -- 32-3 BtutVft2 and door area 1. Sumer infiltration AVF 0.40 ach x 21792 W x 0.0167 145 Cirri Isolated zones = 0 CfnT Total = 145 cfm 2, Summer "Itrafion bad 1"I x 145 Cfrn x 18 'F Surrin-ior TD = 2877 Btuh 3, Surryner infibabon HTM 2877 Bkjh 277 ft2 Total window = 10A Btu[Vft' and doff area Procedure C - Latent Infiltration Gain L:0 ( x43 grAb moist-diff. x 14-5 cu-n Procedure D - Equipment Sizing Loads 1. Sensible suing load Sensible ventilation load 1"I x 75 cfm vent Sensible load for structure (Line 19) Sum of ventilation and s1ructure loads Rating and ternpen. ture swing rnulfilAer Equomt sOng load - seraAe 2 Latent Sizing " Latent ventilation load 0,68 x 75 cfm vent Infernal loads = 230 Bkih Infiltration bad from Procedure C Eq4ncrt Siang load - Went CAAistruction (Xjafty is: a x 18 'F Sui-nn-ff TD = 1485 Btuh 29227 Btuh 30712 Btuh x 0.98 30098 Bkh x 43 grAb moist.diff. = 2212 BITh x 8 peopie + 1840 l3tulT 4284 BUT 8336 Bluh No. of Fireplaces is: 0 Printout certified by ACCA to rneet all requircTnerts, of Manual J 7h Ed Z VVr-19htSc>f`t Rightsite Residential- 5,5.06 RSR26014 2002-Apr-03 16:50,27 ACCK EAFiles\ffox & Jacobs 2002W24\2724-rsr Page I RIGHT-J WINDOW DATA DEL AIR HEATING,AIR CONDITIONING,R Job: 2724 8.29.01 109 COMMERCE STREET, LAKE MARY, FL 32746-6206 Phone: (407) 831-2665 W S D W G L S S 0 N A S 0 0 w C w S N K I A L 0 T H V G N H v v H H N H D Y R L A W R A H L G C R R G T A A W L Z E M D G Z L 0 x y T m R R MSTR. BR a n S a C n 0 d 1 1 90 1.0 1.0 11.0 5.2 30A 32-0 0.0 M.BTHMIC KITCHEN/NOOK b n e a C n 0 d 1 1 90 1-0 1.0 11.0 7-0 54A 40,0 0.0 LDY FOYIDIN a n w a C 11 0 d 1 1 90 1'0 tO ItO 5,2 54.4 320 OD PDR LIVING a n e a G n 0 d 1 1 90 to 1.0 11'0 52 54-4 32D 0,0 BDRM4 a n w C C n 0 d 1 1 90 1'0 1'0 to 5-2 54A 16.0 0,0 BDRM3 a n e C C n 0 d 1 1 90 1.0 to 1.0 5.2 54A 16.0 0.0 BTH2 BDRM2 a n e C C n 0 d 1 1 90 to 1.0 1.0 5.2 54.4 16.0 0,0 GAME RMIBDR5 a n w C G n 0 d 1 1 90 1'0 1.0 1.0 5.2 54A 32.0 0.0 a n w C G n 0 d 1 1 90 1.0 1-0 1'0 5.2 54.4 23.0 0.0 VVV#q, htSC)ft Right-S.it. Residential- 5.5.06 RSR26014 2002-Apt-03 16:50,27 E:)Files\f\Fox & Jacobs 2002N2724\2724,rsr Page 1 IGtrjHT ORKSHEET n re Age DEL AIR HEATING,AIR CONDITIONING,R Job: 2724 B-29. 109 COMMERCE STREET, TAKE KAAPY, FL 32746-6206_Phone- (407) 831-2665 Fji 1 Namdro" Fr*e HCAJW- ZONE 1 ZOW 2 2 Lffo)c(op sedwl 3,W 0 Val) ft 1720 ft 3 4 8,0 fl hBaftd d 8.0 0 d n KO ft d n T WCF CST HTM /Vea LOW(Bkh) Am Lfw(mi)) Am Lmx A" E)Ms" NO Hkj C19 i-itg Cki (W) Htg Gk) (W) Ht9 kj Htg ag 5 class a 14B 4f Zl 1176 1176 f qnEw b 13r- 3, 12 4 viaLml c 12C 2 1,9 lTffi — — 0 — 13i6 — PAZ— d Of Q0 C — — e 0( 0-0 ( — — 0 — 0 — tt R. 0 00'( 6 V*dNr ml a 1C 37f - 199 T3% 96 3w 103 w — giass 6)()rs b BG 37S - IV: 1478 40 I'Q a 0 — lim*q 9C m- - 0 0 d 0 1 0 0 e 0 0 0 0. f 01 u 0 C — 0 7 t:vj --- -- 0 V*dNS " Nodh Q. —0 gUss dm-, NEM H 0 0 0 Cook g ENV 14A 112f)1 104 5" 103 an 1r) SW 0 Q. 0 0 0 Sam, VA I — 973 32 m 0 Hofz 00 C — 0 0 0 8 Other ckxxs a 11A 18. 121 1 717 484 38 717 484 0 0 b 11A 1U, 12 a 0 0 0 0 0 c Of ff C 0 0 0 0 (1 0 9 w a 14B 4.( 2.1 i(PO 4700 2100 lCw 4700 2100 0 OP- d b 13C K U 1w 473 176 1w 473 1/6 0 V1q* " c 12C 2-t1273 Xm 2475 0 0 W3 3EW 2475 rxvbc- d 0.( Of 0 0 0 C 0 0 0 e Of 0, 0 0 0 0 0 0 0'( 0. 0 0 0 C 0 0 0 10 Ceilings a 16G 1' 1 1A 1461 2025 147 155 2W D4 1314 1388lb0C 0C 0 c Of Of 0 0 0 0 0 d Of 0'C 0 el 00 0 0-( Q. 0 0 0 0 0 f 0( 0( 0 0 0 0 0 0 11 Iloors a 22A 25,9 OX 190 5158 0 lw 43% 0 31 RA f*r: F("o b Of 0.( 0 0 0 0 0 01 Of 0 0 0 0 ot Eisd ;W-1- Acd of010 0 0 0 01 kx SLb e Of 0-0 0 0 0 C 0 f Of 0- C 0 0 ox 12 Inni " l tm32,1 10.4 2TI tM9 2977174 5to iav 103 07C 13 Stt*"kx"+8.-- 01+12 3, — — 21048 im Less etirkA be-c" 0 — — 0Lesskadu .... 0 — 0 Hea" w(k, .... 14 Chad k)ss 101/1 34D4 — luX 21(6 101/1 1299 1, 1437444 — 23153 16 ht gwr'.: peolk @ a)o -- -XW 7 — ZIOD 1 300 Ac4k @ 1A)0 2 law 2 — 1"0 17 SLik-A RSH giT--7+8-4,12+16 ANO 160 11x)9 Less e4affvl ocx*xj 0 0 Less tial 0 0 Cc"nq rechstnbubon 18 D"d ww' 11P` Aw ly/— I 5 0 12 19Tci qF( 17+ 18)-PLF--t001 1(" 1 71Aoreqtxed (can)) 18I"-11(100 IL PmY" A cerfified Ag& Righl-Suite Residential- 5-5-06 RSR26014 2002-Apr- 03 16 50:27 E:\Flles\f\Fox 8 Jacobs 200212724\2724.rsu Page 1 w a a. 0 0 3 1 2 A+ o w/ xoa-i-+.oc star r na REY. N0, ZONE: QAT# 7-7711117-711117— , 0 y; LISTED 11114- _: Ilk'_ -if PAH or i A Loci r 7 P to T- ° W6>• coNsw or ((a) it wN5 txrawn . * ,m>+ wv trn W at ` ++ 7,-o a T ar t 7 # }. LtaTvw ON Qum" c +u rsu7 antAE) To A rusk e. 2sa oa r3T aro r Twcx PaSS.E ssrTtew e, c P4 Q i t 1'xd 4° S , T 1S-:A..L'tG.i KiLt. 11 ri "3'^ •.s STOP n (10 se) q{ I 20 Ci WK r LY 5T5t 2a6 PVK duN 20 o, 0...3= M,STU r 4- -_}a`-_ d 25 CA. wa. SfEti I43/4° FM NE+O 3CAtK n Li S"!'y WM Cot SKVi COAT[9 w4tN 0-+a Hw, f0 nn uxq S a N it Yl+K ra {C-PEA TAAC% tT. 6+1`/ANtAN4, -ON i OM t to I -ai . 4 E) CP 7/14' :.0, swe sATcr+ E a t/s y c7 c0+ (14C9 F 1a+t - 3 v id a w •" TOPACgAT G tor ts•+ r9 sco rrnn 9F $iLt1 $KiN. 12 4 QpLY, STELL TOr a&NP LCN OWN i OG, MiY. M 3° GNA'. SiKL tMKK FApiEUCA *C r y dfPCLtCJSbt.ACKLT, iK51 M±tM TAaCGaS. AMC/12P3 tXY 8C C94MfFWNK IS G CMLY. STM TPACR MACK=, FAS Q w r) SAACKti .t7TACNLLL 'rt/1a) WM& r" teal YA[ of aaCP. (WT NQi t,:iVFC9) TC F A frll' Twrwc ASV4'M D tP iZH 7 A0(R 1 tt*a k9iaSid' Si1EA i44WtL W7t3e7t?G flYVJ:B. M3t%iCMiK .I4AIdR as tk# TY+SM COY ij{1jf EOLT t WJT S+j t m a7 k YJmP'7 F'G vc /Wa4 SKO 4P 4CHi3, iPAMSEYR lA+O. OA TSrb t/4' OY. PrtTE. . Odvr= KLYEOSTE1PV/{ At p•AOL 2, QN 'di'{9R7, STW° Xa 4tl.y SRti NaLLiR. 1A CA. oA(ir. mcm INC 22it 4 t#taGE, (E.Y3f } ,f Kc: TK+d n4R A PL v-44 r.Z- 45RIf500SOw1rCA y.m- m .u e Kr on.aw ,renew c.e FiCROr, P,t, d''i5 Si0. 13w , )+mx - ki9Cf 1tAMGY STU P,C Izxs2 2' TAiA 4-bAA O (%} i{;"K3 s• ys,r,, j1 iaCK 8.n _ 3a ati arty, stttk 3Mdr • t r. ^ m4K u,24 na a tr+t ruy s {}ES1GN IOADSt +24.fl P'SF4t -24,5 PSF X auxwE EAC scc »x _ w TEST LOGOS: +J6A PSP & ^37,0 PSF 3' TA" a 20 CA okv, STEEL U ENO WOE 800 K."t OF OOEAL 'RAM CL+lN7 1r.WOP+ LGOEi L610E tJ4f av+a a+..a w[ sv[ S: w A 2-1_t-s P.rur (E rro v ws scat war 044a nu nPfrwc ,n n .wrmu. i ?Pfii hp,; ON born SEL•TOKOt" U-4P ON Mixt WS© ViRit",+Y RC1i1Hd 9JCif ATT. TWA ON( Unis» Sta44 OVrrnie+ ] J / T 312 T Kd SL Su48 16 TwiNsA' stv LOCX ow " 11 SJCA U Gnt mwk 0 t52C2 Pv ;.acATu»L E,Xa1 I" m nyAr braves m" T<3LERANCES + Td. , s- ts. t co OESCRIPTON; MOM 6RST Wa 16-0 x 6-0: 2+/-24,5 DESIGN LOA: 1d a.t .rw. $t2''au +°-„*, a•, . ao0 - t.00.9T DRAWN6Y; 9+)l DATE; 4j;6/00 SCALE: 3 D ATT,6+tbVA ilj I1N2/i• vtw UC L / Waw 60 . t.ii(ii `i. / AweW. W 1. o.yr•,.. x1/x CHECKED 6Y: uww DATE: +/16/001SHEET 1 OF 7 S72E il 1 a i % PsIFa u,qs, avrLjPrcysaGan ` tv»ALHsIo«s P+ wu+t3. DWG. NO.; t02136 REV. NO, t CIE {{ , l' 1 .- Th.,na-Tr. Ire-S.in Co r Wood ,System S;,go, up to 5,4 Y 3,0 /.0 X1d1I"s Coubid up to 8,4 Y 5,0 ./-o sjdu$j'sx x, Ox, X0, OX0, )OC Out) The head and suds iambs are rlNwfcint Pins pcsiti e 67.0 PSF Neqctivs 67,0 FISF P, N69OG's 60,0 PSF SinglewithS;daMes sit va 60.0 PSF Double w/.o, sidelitas Positive 47,0 PSF Nagc6,, 47-0 PSF 3/ 16- TAPCON UAX is' 1/2, DRYWALL TrpcANCHOR41' ANCHOR TUWAALL Uss& W LOA 2 IX DUCK TAPCON tS— — 1. 2) CONCRETE WASONRY SLOCK HEAD bwa TP zx ws-axx 1/ 2'QOQ DRr# ALL Ix Butot 7RRh, 3116- TAPCON 2/2- L#MKku Ir TYPE ANCHOR 2xtvcKELDO TAPCON 01' ECUk zM LB. SMEAR RA17MC) 5- ante 2) TAPCOH C J/ 18 x F, 7YPz ANCHOR -3, LiAx V- UM $PACE ;-171/4' AAN, TO IX 5U&--5LV-K I- This system h= been avoluctod tar use in locobons cdhering to the Florida Buikfmg Code and where pmax-* requirements oa d.t#,m-&d by ASCE 7 Wn;mum Design Lzod3 to, Buildings and Other Structures do not exceed the design pressure ratings listed herein, For instailotions vvhwa the sub -buck is Jose, than 1-112' {FBC section 1707A4 Anchorogs, Methods and sub -sections 1707,4.4.4 and 1707A4,2) Tapcon type concrete onchory must be used and the length must be such that a minimum 1-1/4' *nqcgdn#n1 of the Topccn into the masonry woM is obizined, Thermo-Tru Oat -Swing Door woad frames System .j .MFSSURF PA77NC: 3• x 1a' o.G. N 7. , 7 a,, SigE• 670 PSF Negative 67A PF uie w/wo Siees sitie 4,0 PSF ';ou" 47O PSr 5 hgoSighvpto548'0 wjwa aiW teSingle Positive Single with SidelitePositive 60.0 SF Negative 60,0 Pf Doubts up to 8'8'0 +/wo "ts X. OXXO, OXO, XOxXO ' P. i n c . Pdppsm . TA» head and side jambs are flnga1104nt pine mecovnng c min. 4- 9/16' with a 1/2' rabboted stop. 4UASONRY 3/19' TAPCON 1 a 2 F7 G O:z "pp` rME AN 3' 18' O.G. O ` C7 z 14ASONRY LINTEL D3rVA4 3 Q x 2 FJRRiNG ". to V1 y DRYWALL A< 3/ 16" 1APCON }'- TYPE ANCHOR q ix aLc< 3J16' TAPCONANCHOR IQ SWW SPACE nrl n V r .25" NAJ4 i' g , L= TJ 3TY/11E6 -•- 2.25' in in s d J ri z an WAD JAMB w v y TO 1X SUB - BUCK py 8 : 2.-1/2' 7.75' ro +ro x CONCRETE o r HEAD t Me c UASONRY BLOCK .23MAX- To ixu3- $ s w SPACE ° Jy, 11 s.25` bk a o tt+ft a ' M 2 Li1 7 • ' LLYli, ' TAPCON zTYPE ANCHOROQELCO TAPCON OR EOWL J/ ia' T.4FGDN $ W iY9+ v (235LB, SNEM FATiNC) TYP£ q y y 25" wuc. 8. O in t St4s! SpAC£ X Z 7,27 ry * C- 1 s2 i' RR3N0 q O s w IS ORYWALt Awa IX BLCK TD ix SttB- tidJ lt fOB n+,suuwirrs. u+ a. x 2 FIRR1NG 1. This system has been evah stcd for use in !=,bons odherinq to the Florida Budding Code E33.684J831 LW. r and where pressure mquirements as determinso by ASCE 7 Minimum Design Loads for Buildings C-SiNX DRYW LL SyA02VSUCK and Other Structurm do hot a:seed the design sure rating® iisted herein. /. nF [j"1 Vf_RiK: U. Stt}£ ,7AM8 2. For inetatlations where the sub -buck Is iess than 1-1/2' (FSC section 1707,4,4 Anchorage a Methods SCALE, KN.TY.SS. Q% TO 2XSUS-a1= .. Owt' r 6'r: w.t.N. and sub -sections 1707.4.4. 1 and 1707.4,4.2) Tapoon typo concrete enahers must be usad and the 0YK R.; Rw length must be such that a minimum 1-1/4' engagement of tine Topton into the masonry wall is obtained. Of±ANYb:G NO.. 3, When using c 1X sub - lurk a 6-9/16' jornb is requirad to allow for min, edge spacing for Topton type anchors T-02203 SI27 1 V 1 WC- z fez%' e P Thermo—Tru In —Swing / Ott —Swing Door Wood Frames System 41.N PPFI;SIJPF PATING: ZZE&L hQWU&7M Single up to 5'4 x 5'0 ,Iwo s;dclites Single Positive 67.0 PSF Negative 67,0 PSF Double up to 8'4 x 8'0 v1wo s;delitos Single with Sidelites Positive 60,0 PSF Negative 50.0 PSr X. Ox. X01 OxO, XXI WO Double w1wo Sidelites Positive 47.0 PSF Negative 47.0 PSF The head and side jambs ore ringerjoint pint measuring c min. 4-919e' with c 112' rabbeted stop. WUSLE 2X HEADER 2. kEADER 2X STUD 2X ACK STUD PFH INS — ----- 6 I/v 2a=DOUBLE BOOR a PFM WS c S- . 25' VAX V*U SPACE Tl VVMCALpus DAIL This system has tigen tygiucted for use in docct;ons adhering to the Florida Building Code and where pressure requirements as determined by ASCE 7 Winimvm Design Loads for Bulid"'!;s and Other StrucWrss do not exceed the design pressure ratings listed heroin sla.684'38131 THERMAoTRUS F-&StJLt#2'U W/4 JIMMLAriff; M"X-RUT -' 1, THIS PRODUCT IS 6 NEDTO iiEET THE SOUTH FLORIDA BUILDING CODE 1994 EDITION FOR JA&WI—OADE COUNTY- 2. WOW SUCKS By OTHERS, MUST BE ANCHORED PROPERLY TO TRANSFER LOADS TO THE STRUCTURE, 3. PRODUCT ANCHORS SHALL BE AS LtMD AND SPACED AS SHOWN ON DETAILS. ANCHOR EMBEDMENT TO BASE MATERIAL HALL BE BEYOND WALL DRESSING OR STUCCO. 4. DESIGNED PRESSURE RATING SEE TABLE PACE '. 5. THIS PRODUCT DOES NQT MEET THE WATER REQUIREMENTS FOR MLAMI—DADE COUNTY. 6. 21— E APPROVED IMPACT RESISTANT SHUTTERS REDttIRfQ ME 5122TIES QhU- 7, SIDEUTES ARE AN OPTION AND CAN BE USED IN A SINGLE OR DOUBLE CONFIGURATION, Foxe sheets: Fiberglass avg. min, yield strength psi 0,070' minimum skin thickness Fs 0, 1 10- minimum skin thickness gTe lesion: Polyurethane foam core, withl.9 Its, density by BASF- Cansfraction The kin is constructed from c 0.070' Ink, molding conis I ,, ,tff;,x covity is filled with 1.9 lbs. ac"T, The V)W mpou density SASF polrurethone foorn. The [me sheets are qhJed to the wood Wos and Waifs. The, ='s reWomed with _MLAManhe black j:% 2, 375 x 14.0 long at the strAr and oleadboh hinge W Jewed Pkv Ord the top and bottom ma we of a wood acmpos to = In the double door oppk&= the mclim door Is fdted Wm. vthanastriagol (Wnd Jw-ber9) of 5063-T5 0119Y, The frome is cwIstructed from fir jointed pipe. The thes% with (3) 16go, 1/crown x 2' long Ions qh- eachside7b, — all sf, f09101-0—t— 111, 8" 2' Jong PFH wood Screws (6) soTws per each mutfion. The units use an kv" Saddle threshold mevsuriV 5.75' x 1,548', The sideMe ponels are sandwich glazed a two name, are dry' glued on the exIff" with rI73- Ink. cpeI11;111 ensetqtape " K.2"* p ' 5f)ip x ToA caulked with skom The Re frames are held wiv a 1p 1,2 long pk7screw, I TABLE OF CO NTS I SHEET # I DESCRIPTION 37.5 OVERALL WIDTH PANELWIDTH MAX: 11 - 7 4 7- 7SINGLE6; N'T 74.5' MAX, OVERALL FRAME WIDTH — 3E625" MAX. PANEL WIDTH W ASTRAGAL a, 105, 5- MAX. QVLHALL tKAmt WiLMI, 36.625" MAX- PANEL WIDTH WIASTRAGAL A - B a0 15,5' MAX. rRAmE WIDTH 13.75' MAX. WIDTH 7. 125' MAX. D'L' O' MOTH 6&5' mAx. &ERALL WIDTH 36' MAX ' - 1 15. 5' MAX. PANEL MoTH FRAME WIDTH 73,75 - MAY. WIDTH 0 O cc 0 LcO coI x0 Lu 0w, 00CO moo 7: ul CL4_ cztno UJ i 14d DOOLE JbfS3YING U DESIGN PRESSURE RATING CUTIRAL FLORM I B-0-A-4 N.T.S. W M L,1CWRIN ILT ION JJN Dw_ fff TJH RE UNIT TYPE ISNOTNEEDED REFRE; Rw SINGLE + 57,0 PSF - 67.0 PSF MAMMACTURM iq No DOUBLE + 55,0 PSF - 55,0 PSF S-2151 55.0 PSF - 55.0 PSf 7—,- - A, — WITH SIDELITES M ASTER 77111 74- i " a W m ty Q cc 3 13 17 CC zon i3 17 C) t7 20 20 g¢ C)W F. O o z 29cc h z 42oEyzZ i'71 fl .4,0 2 Y N V7 I 0 0t? 43 ci 2 38 c 33 ti o O o. SEE NOTE mz 34 S SHT, 4 8 pO O o z 41 w vsr 9+ owNOTE SHT. 4 ii U x 5- MIN. a Ua z O .4 o Li GLASS THK. X o 0 25 a n3 a J a r yf 1.68' UlN. ry FoAm GASKET & ra PANEL THK. o... o.. SILtCONE CAP BEAD Op ',a..p 6 O z 1.68® MIN. PANEL THK, 42 5 40 p8 15 a 19 11 19 z t3 SEE NOTE 74 74 5 SHT. 4 0Z r G 29 T IQ our 47}kS4dLY a 813,68k3931 01 vTJH c" c sr: RW y e 91J'l." ` S—Zi51iR2Si0EL7TEPANRAI11e 2 PANEL 2 or 8 J 4i ..<-- SEE NOTE 2 SHT. 4 /--, mmolm ASTRAGk RETAINER BOLT 8,0" LG. TOP BOTTOM (2) BOLTS AT TOP & (2) AT BOTTOM 7"N LQR17ONTAL-r, K37 0 ASTRAGAL L is- WIN. EMS. MAX- SHIM V) — ffACTrIVE uiL'i 10O SEE NO— Z, E 3 j X12 18 SHT 4 FOAM GASKET h 43 SILICONE CAP BEAD SEE NOTE v > z N awn 5 SHT. 4 34 f4 3) IL 29 41 SEEHT, NOTE I 35 SHT, 4 Q,) 0 SIDEUTE TO BUCK 67 4 41 25 9 10 37 29 s E NOTE SHT 4 SEE NOTE 1"2 7 SHT. 4 0 HINGE tAMB TO SiDEUTE NT li A\: L A P Ffffflut, 813.864-1831 FE, 08/10/01 TJH C 8Rw 5- 2151 7 3 —as 15' MIN, EMBED. fjj A-5- MIN C-SINK InEER 25' MAX SHIM SPACE IMOR HcFr.'TIDN LATCH 44me To SUCK NOTES: 1. SPACING FOR allM NO, 41 (LITE FRAME SCREWS) is ASFOLLOWS: VERTIM FROM THE TOP DOWN ON SIDES, 5,5", 16,57, 27.5, 38,375, 49.375' & 60.375', HORIZONTAL THERE ARE (2) SCREW BOTH Top AND BOTTOM AT 2,125- IN FROM EACH CORNER, 2. SPACING FOR ITEM NO. 27 (#8 x I' PANHEAD SCREW) ATTACHING THE ASTRAGAL TO THE V4ACTjvF DOOR IS AS FOLLOWS.. FROM THE Top DOWN 1. 3', 518,25'. 40. 5-, 59,25-, 74.25-, 76,25- & 78.25-. 3. THE HEAD IAMB IS ATTACHED TO THE SIDE JAMBS WITH 3) I6Gk x 112' CROWN x 2' STAPLES AT BOTH SIDE, 4. THE THRESHOLD IS ATTACHED TO THE SIDE JAMBS WITH 2) 16G4 x 112' CROWN x 2-5- STAPLES AT BOTH SIDE. 5, THE SIDELfTE IS DIRECT SET INTO THE B WITH (12) ITEM NO. 43 (18 x 2' PFR WOOD SCREW). THERE ARE (4) AT EACH VERTICAL jAMB, FROM THE TOP DOWN AT 115, 31-, 43.5- 66-. THERE ARE (2) AT THE HEADER AT 4® IN FROMTHEOUTSIDECORNERSOFTHEFRAMETHEREARE2) AT THE SILL, 4' IN FROM THE OUTSIDE CORNERS• 6, SPACING FOR ITEM NO. 43 (15 x 2' SCREW) SECURING THEMULLIONSTOGETHERisTHESAMEASTHEPERIMETERAN04ORING SCREWS. 6' DOWN FROM THE TOP AND UP FROMTHE807-TOM WITH (4) MORE SPACED AT 13.7- 0,0- 7, WHEN ATTACHING THE HINGE TO THE JAMB AND THE BUCK USE ITEM NO, 12 (#10 x 2' SCREW) WHEN ATTACHING THE HINGE To THE JAMB AND THE SIDELfTE AT THE MULLION USE ITEM NO, 37 (110 - 1 314- SCREW). 7. 1J MM EMBED. 75' MIN C- SINK HINGE JAMB TO FOAM GASKET & SILICONE CAP BEAD m cf 41 Z SEE NOTE I SHT. 4 1 H RI tg R SECTION a STRIKE JAMB TO SIDELITE 7, LJ SEE NOTE xz 7SHT400 z 25- MAX. 0— SHIM SPACE z YIN Y 34 813. 66C35,31 SEE DETAIL -F' SHT. 6' 3 3- 3" 6_ . 3' SEE DETAIL E', SHT. 5 TYP. SEE NOTE V- 4 SHT 4 LLI C) co E CC Z C) LO 6, SNOTE 3EESHT, CLJ- O:z 0 Ln CL TYR. 4 v; cr 0!-- SEE DETAIL E' SHT. 5 Typ. SEE DETAILC, C' C Typ SHT. 5 5 MIX R TYR Trp. it 36 3- 6- 6- 3 3' ff TRAL FLORMA B-O-A-F-w SINGLE2QUaLE QQQR W/o MANUFACTuRER NADS, r— C--, 7 r,,—) MASTER A o,357' BOLT DEEP ENOUGH FOR A 2' 13 BOLT THROW r 12 10 10 4 0 pL7AIL -F- DET-AIL 'HATTACH ASTRAGAL THROW 80LI ASTRAGAL THROW BOLTS DETAIL STRIKE PLATE;krAYN TOFRAMEDETAIL ' j AT THE THRESHOLD r Lz SEENOTE4 SHT. 4 513.W.Wl E: RL/ 10/ 0 tL_ N. T S BY. TJH ef: Rw kw, Nc No.: S-2151 ETT 5 OF T-T of I F CENTRAL XL- -T`k NANS SEE DETAIL MAS 3 L I13SEENOTE 3 SPT 4 T I SEE NOTE SEE NOTETypSEEDETAIL3SHT, 4 6 SHT. 4 F- SHT, 5 T'SXT DETAIL G' SHT, 5 13 z c 03 - T. SEE DETAIL SEE DETAIL TYP 7' SHT. 5 8- SHT. 5 J. n iYp, J, SEE OfE7T4VX 'K" -K- TYP._ 'M" SEE NOTE 'G, SHT 5 14 m 4 SHT, 414 TYP1 Typ, Typ. 23- tt- I 3' 453' GLASS BITE 1/ 3- TEMPERED 25CLASS25' AIR o SPACE z 1/5- TEMPERED GLASS 36 wz 41 SE NOTE 1 25" STEEL INTERCEPT SHT. 4 SPACER 5" 1NSLtLATED GLASS W/ 3 SEE NOTE 3' 14 4 SHT. 4 TYR, SINGLE POOR WL UILJMCLASS BITE 5) _ 1/8- TEMPERED 0, 40 CLASS GLAS' 1 6 25' AR 0 T SPACE 1/ 8- TEMPERED GLASS 41 365ErSEENQTEISHT. 4 Lu625" STEEL C, INTERCEPT SPACER INSULATED - GLASS -LYZ h mm 1,06,3' TIZ, T 2 2 i FINGER JOINTED PONDEROSA PINE w I LL 4 x 4 STLEL Q= d j-1,077'--j sic" TOP & BOTTOM RArL FfW;ER JOINTED PONDEROSA PINE I .845 - - 1,284- --- 5: 1.232 2'26; ' 33 P LITE ER6M-E EXTRUDED= 7.691 2 141' II o. 09' EXTRUDED VINYL WALL a x J o 1.537 JQRAIL (D WOOD composrTE I - -- 1 . 717-- 1 I. 5z I, cinrl rrP Pf ANK 'C;ir)F STIl F I TOM MIMA16 -rBU:5 2LMMELELZ qD MUM Llf! La. FPAM Lg% am-lo 1- 255't o 77 EL W2212 dWE ME 5. 75" Tol I M 1. 531 BQIYQM WOOD COMPOSITE Qgo, THL--w-Nl-l-AN-YL -TYP ss BOTTOM RAIL 91 WOOD COMPOSITE Iq I I I 2. 375'- ONSULTAWM 0 T— IP N T S 2TJH LM-T 30 WODD LOCK BLOCK FINGER JOINTED PONDEROSA PINE FAW cmo,RW S- 2151 sEr 7 or 8 592 179' 1 OM- REACH COMPRESSION VffATH RIP FCELLCOREWIONYL JACKET m 11 I 579' L75"? I THERWA—TRU FOAM CELL CORE W/v%n JACKET DRILL TRU FOR 357' OLk ASTRAGAL DRILL TRO FOR A 18 RETAINER BOLTS PFH WOOD SCREW 2PLCS WINDJAM R 11 _WRT STRIKE a:zc), 0 0CD c) : E Z) 0 il < coL—EZII V, : ffi tip Cl HINGESS WOOD Mr' STU ;7 iE L) ASTRAG,%L HAS 2) 8.0- BOLTS 0 BOTTOM 2) 13OLTS 0 TOP LYINg,MSER 11 WRE aSTRAOAI fALUMINUbd Q52' V6LL JY2, 3EWAWA ASTRAGAL RUAI 0 7 MATERIAL, C/RlR, L7 -,;t YE 71 JUN-'21° -52 MILESTONE WINDOWS 4K? 323 19729 P. 02 Fk)fiW Mft&18 h7temyUld, IIX7. W077 Orange County Building Division Administration Building, Ist Flo 201 South Rosalind Avenue P.O. Box 2867 Orlando, FL 32802-2687 407) 636-S?60 I MUM This letter updates and clarifies nomenclature regarding buck thicknesses mentioned on Florida Extruder Window, Door and Mullion installation drawings contained in the Orange County Fenestration Masterfile. Based upon the discussions at the Mid -Florida Home Builders Association's meeting at their offices on June 19, 2002, this letter was the agreed upon procedure for manufacturers to clarify the issue of "IX Buck" thickness nomenclature used oil installation drawings. Builders/Installers when pulling permits fbr Florida Extruders windows will have to include this letter with the Installation details. Florida Extruders requests the Orange County Building Division to file this letter against the Masterfile Numbers and InstallaLio" Drawings identified on the attached listing. Based upon a review of the signed and scaled engineering produced by Lildon Engineering Company for the methodology used in the development of Florida Extruder's Window, Door and Mullion Installation drawings, the thickness of the buck in non-structural applications (i.e-, buck thickness less than I Yi") d6t5 nQt influence the late" resistance Capacity Of the Concrete screw (i.e. Tapmn)- Therefore, buck thicknesses less than 1 "A" are acceptable as non-structural attachments when the window, door or mullion is installed using a 3/16' concrete screw with a minimum eml,)edment on 1 1/6". Concrete Masonry Units should have a wall thickness of 1 V4" and a precast sill's thickness will exceed 1 I/A0. The drawirigs, clearly delineate the requirement that a minimum embedment depth of 1 1/4' must be maintained by the installer. It is up to -the installer to use the appropriate length concrete screw so as to maintain the required minimum embedment on I Therefore, for Florida Extmiller installatJon drawings where a norlstructuralbuckisused, nomenclature such as -IX buck by others" similar statements shall be construed to mean that at buck thickness of I than I 'Vz" is acceptable. The definition of a rion-strmcturall buck is b Tn SecUon 1707.4-4.2 of is Ruildli" Code. 2540 Jewett Lane, Sanford, FL 32771-1600 - (407) 323-3300 * Fax (407) 322-33317 JUP-21-21402 09--52 MILESTONE WINDOWS 407 323 9729 P-03 mom The attached table lists all Florida Extruder drawings in the Orange County Fenestration Masterfile affected by this engineering statement. Any questionsshouldbeaddressedtotheundersigned. UMMUNM Robert I Amoruso, PE Awlgr"11- AMIG707mn IMWVPM pit M PE Sealing Statement - The letter was signed and sealed A rubber stamp seal was also applied to facilkate reproduction for Orange County Build)nq Division Masterfile scanning. 2S40 JQwett Lane, Samford, FL 327YX-:tfij) 0 * (407) 323-3300, Fax (407) 32i-,3,3:j7 53912516 IFG1 Truss Type 5, Jeff Kerr — - 1-1-Q 1-2-8 1-2-8 1_2-8 1-2-8 Ply 12-3 e a Jul 12 11,29:46 2003 Page 1 Scale . 1:34.7 1.5x3 TL20 11 1.50 TL20 11 1.50 T1.20- 1.5x3 TL20-- 1.5x3 TL20 11 1.5x3 T1.20 U 3x3 TL20= 5x6 TL20 11 5x6 TL20 11 1.50 TL20 = 1.5x3 TL20 11 1.50 TL20 11 1.5x3 TL20 11 3x3 TL20 11 5x4TL20-- 3x6 TL20 FP 3x6 TL20 11 1.5x3 T1-20- A B C D E F G H i J K L RR N 0 TL___._..-- -- _ - y A i+ —i n w'--4V3 w4- =1 AF ADnilR Q 1. 50 TL20 I l 1.50 TL20 11 3x6 TL20 FP = 1.50 TL20 11 3x6 TL20= 5x4 TL20-, 30 TL20 =- 1.50 TL20 11 1, 5x3 TL20 11 1.5x3 TL20 11 1.50 TL20 11 1.50 TL20 11 5x4 TL20= 1. 5x3 TL20 11 11- 0-0 16 0 12 1 6-55-4 --- 19.10_8 i 19- 10-8 Plate Offsets SX Y: O 0 3.OzEdgex (O 0 1 B OQ 4] SPAClNG LOADING (psf) 2-0-0 DEFL in loc) I/dell L/d PLATES GRIP TOLL 40.0 Plates Increase 1.00 TG 0.68 Vert(LL) 0.03 R 999 360 TL20 245/193 TCDL 10,0 Lumber Increase 1.00 BC 0A0 Ved(TL) 0.04 R-S 999 240 BOLL 0.0 Rep Stress Incr NO WB 0.44 Horz(TL) 0.01 P n/a n/a BCDL 5.0 CodeFBC2001/TP12002 Matrix) Weight:1Q61b LUMBER BRACING TOP CHORD 4 X 2 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, axe( BOT CHORD 4 X 2 SYP No.2 end verticals. WEBS 4 X 2 SYP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6- 0-0 oc bracing: P-0. REACTIONS ( lb/size) AC=45/11-0-0, P=780/0-3-8, AB=147/11-0-0, AA=147/11-0-0, Z=147/11-0-0, Y=143/11-0-0, W=150/11-0-0, V=131/11-0-0, T=1608/11-0-0, U=- 413/1 1 -0-0 Max UplittU=-413(load case 1) Max GravAC=45(load case 1), P=780(load case 1), AB=147(load case 2), AA=147(load case 1), Z=147(load case 2), Y=143(load case 2), W=151(load case V= 131(load case 1), T=1608(load case 1), U=114(load case 2) FORCES ( lb) - First Load Case Only TOP CHORD AC-AD=-41, AD-AE=-41, A-AE=-41, P-AF= 774, O-AF=-775, A-B=O, B-C=O, C-D=O, D-E=0, E-F=O, F-G=O, G-H=O, H-1=867, I-J-865, J-K= 789, K-L=-789, L- M--805, M-AG=-1546, N-AG=-1546, N-O=-792 BOT CHORD AB-AC=O, AA-AB=O, Z-AA=O, Y-Z=O, X-Y=0, W-X=-O, V-W=-O, U-V= 0, T-U=-O, S-T=46, R-S=1551, 0-R=1514, P-0=-43 WEBS I-T=-208, B-AB=-134, C-AA=-134, D-Z=-134, E-Y=-132, F-W=-139, G-V=-115, J-T=-1210, J-S=1033, M-S=-1034, M-R=-7, N-13=44, N-0=-1004, 0-0=1099, H- U=417, H-T=-1037 NOTES ( 7) 1) Unbalanced Floor live loads have been considered for this design. 2) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance Inspection. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 413 lb uplift at joint U. 4) Recommend 2x6 strongpacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-16d nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) CAUTION, Do not erect truss backwards. 6) Special hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 731.01b down at 16-0-0 on top chord. The design/selection of such special connection device(s) is the responsibility of others. 7) Truss shall be fabricated per ANSI/TPI 1-95 quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing where indicated and within 4" of interior joints. Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection and permanent bracing required for the overall building design. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or certification of the truss designer. LOAD CASE(S) Standard 1) Floor: Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: P-AC=-10.0, A-O=-100.0 Concentrated Loads (lb) Vert: AG=-731.0 t t tt k f a s p eX T 1 I t53912516FG2 Universal Forest Products,lnc., 101118----1-0-14 -- i 1.5x3 TL20 7x6 TL20= 1.5x3 T1..20- 3x6 TL20 II A B gton, Truss Type ftkaftwalulaw FLOOR 5. Jeff Kerr 3x6 TL2011 3x6 TL2011 C D s -May 30 2003 MiTek Industries, Inc. Bat Jul 12 11:21:02 2003 Page 1 Scale - 1:15, 1.50 TL20= 7x6 TL20= 3x6IL2011 3x6TL20li As TL20 1_50TL20= E F G H I 5x4 TL2011 3x4 TL2011 8-10-10 MEM LOADING (psf) SPACING 2-0-0 I DEFL in loc) I/dell L/d PLATES GRIP TCLL 40.0 Plates Increase 0 TC 0.22 Vert(LL) -0,05 L-M >999 3150 TL20 245/193 TCDL 10.0 Lumber Increase 1.00 BC 0.79 Vert(TL) -0.07 L-M >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.59 Horz(TL) Q03 1 n/a n/a BCDL 5.0 CodeFBC2001/TP12002 Matrix) Weight: 73lb LUMBER BRACING TOP CHORD 4 X 2 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purtins. BOT CHORD 4 X 2 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 4 X 2 SYP No.3 "Except° 6.0-0 oc bracing: O-P,I-J. W5 4 X 2 SYP No.2 REACTIONS (lb/size) P=1795/0-8-0, 1=1795/0-8-0 FORCES (lb) - First Load Case Only TOP CHORD A-B -155B, B-C=-1581, C-D=-2640, D-E=-3181, E-F=-3208, F-G=-2719, G-H=-1568 BOT CHORD O-P=-1951 N-0=2640, M-N=3181, L-M=3208, K-L=2719, J-K=1696, I-J=-195 WEBS P-Q=-1789, A-O=-1799, I-R=-1787, H-R=-1797, A-0=2356, B-O=-583, G-K=1383, C-N=524, D-N=-748, D-M=39, E-M=-37, E-L=-459, F-L=677, F-K=-917, G-J=-1557, HJ=2357, C-O=-1439 NOTES (3) 1) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 2) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-16d nails. Strongbacks to be attached to wails at their outer ends or restrained by other means. 3) Truss shall be fabricated per ANSI/TPI 1-95 quality requirements, Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing where indicated and within 4" of interior joints. Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection and permanent bracing required for the overall building design, Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Any references to jab names and locations are for administrative purposes only and are not part of the review or certification of the truss designer. LOAD CASE(S) Standard 1) Floor: Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: I-P=-10,0, A-H=-400.0 a e6' a 9 AMot FEN M"i M 53912516 1 FG3 Truss Type FLO6ff___--- 1,5x3 TL20---- 7x6 T1_20- a 5x6 TL20 11 B J90 5,100 s May 30 2003 MiTek Industries, Inc Sal Jul 12 11:21:03 2003 Page 1 Scale - 112, 5x6TL20 11 G 1 50 T1_20= 7x6 T1.20- D 50 TL20= 5x5 T1_20 = LOADING (psf) SPACING 2f%0 CS1 DEFIL in loc) I/defl Ud TCLL 40.0 Plates Increase 0 TC 0,85 Vert(LL) 0.03 G 999 360 TCDL 10.0 Lumber Increase 1.00 BC 078 Vert(TL) 0.05 G 999 240 PCILL 0.0 Rep Stress Incr NO WB O 45 Horz(TL) 0.02 E n/a n/a BODL 5.0 CodeFBC2001/TP12002 Matrix) LUMBER TOP CHORD 4 X 2 SYP No.2 ROT CHORD 4 X 2 SYP No.2 WEBS 4 X 2 SYP No.3 REACTIONS (lb/size) 1=2153/0-3-8, E=2153/0-3-8 FORCES (lb) - First Load Case Only TOPCHORD A-I=-2147,D-E=-2147,A-B=-1625,B-C=-3160,C-D--1606 BOTCHORD H-I=O,G-H=3152,F-G=3152,E-F=O WEBS A-H=2238, B-H=-2160, B-G=12, C-G=12, C-F=-2180, D-F=2238 PLATES GRIP TL20 245/193 Weight: 54 Ile BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, exc end verticals, ROT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, NOTES (4) 1) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 2) Girder carries tie-in span(s): 19-6-0 from 0-0-0 to 7-0-8 3) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-16d nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4) Truss shall be fabricated per ANSI/I PI 1-95 quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise rioted. Provide bracing where indicated and within 4" of interior joints. Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection and permanent bracing required for the overall building design. Building Designer shall verify all design information on this sheet for conformance with conditions andrequirementsofthespecificbuildingandgoverningcodesandordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not pail of the review or certification of the truss designer. LOAD CASE(S) Standard 1) Floor: Lumber Inerease=1.00, Plate Increase=1,00 Uniform Loads (plo Vert: E-I=-10,0, A-D=-616.3 it k t r Truss 53912516 1 FG4 no., Burlington, NC 27215, 0 im MM y PlyI Ceiilex-Orlando/27242nd/jsk/7-12-3 I I I1 5,100 s May 30 2003 MiTek Industries, Inc, Sat Jul 12 C LOADING (pst) SPACING 2-0-0 CSI i DEFIL in too) I/defl Ud TCLL 40 O Plates Increase 1.00 TC0.21 Vert(LL) 0,00 E 999 360 TCDL 10,0 Lumber Increase 1.00 BC 0.02 Vert(TL) 0.00 E 999 240 BCLL 0.0 Rep Stress Incr NO WB 0.18 Horz(TL) 0.00 D n/a n/a BCDL 5-0 CodeFBC2001ITP12002 Matrix) LUMBER TOP CHORD 4 X 2 SYP No.2 BOT CHORD 4 X 2 SYP No,2 WEBS 4 X 2 SYP No.3 61MEMEM FORCES ( lb) - First Load Case Only TOPCHORD A-F--410,C-D=-410,A-B=-370,B-C=-370 BOT CHORD E-F=O, D-E=O WEBS A-E=449, B-E=-493, C-E=449 0- 3-0 1 2003 Pagel Scale - 1:7 C PLATES GRIP TL20 245/193 Weight: 28 lb BRACING TOP CHORD Structural wood sheathing directly applied or 3-7-0 oc purlins, ex( end verticals, BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES ( 4-5) 1) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 2) Girder carries tie-in span(s): 7-0-0 from 0-0-0 to 3-7-0 3) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-16d nails, Strongbacks to be attached to walls at their outer ends or restrained by other means. 4) Truss shall be fabricated per ANSI/TPI 1-95 quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing where indicated and within 4" of interior joints. Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection and permanent bracing required for the overall building design. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or certification of the truss designer. 5) Right end may be attached to 2 or more ply top chord of 19' maximum depth flat truss girder with Simpson THA422 or equal. Follow Simpson instructions for installation. LOAD CASE(S) Standard 1) Floor: Lumber increase=1 .00, Plate Increase=1.00 Uniform Loads (plo Vert: D - F= - 10. 0, A -C= -241.3 V P C\J 101W21iiM141own W14 11VIQIa4 Truss Type I UY I ply lueniox-urianao/eizqena/jsKii-if-,3 , I 53912516 1 FG5 J"a 11 1 1 JobRefer celpp _ Lional ___ Inc., Burlington, NC 27215, Jeff Kerr 5._f66s_M_av3_0'_20_0'"3_ M-itekinclustries, Inc. Sat Jul 1211:21:042003 Page A B 0-_3:0 Scale ® 1:7,( L4 3-1 -0 3-1-0 LOADING (psf) SPACING 2-0-0 CS1 DEFL in fee) I/dot[ Ud PLATES GRIP TCLL 40,0 Plates Increase 1.00 TC 0.32 Vert(LL) n/a n/a 999 TL20 245/193 TCDL 10,0 Lumber Increase 1.00 BC 0.18 Vert(TL) -0.01 D-E >999 240 BOLL 0,0 Rep Stress Incr NO WB 0,15 Herz (TL) 0.00 D n/a n/a BCDL 5.0 CodeFBC2001/TP12002 Matrix) Weight 24 lb LUMBER BRACING TOP CHORD 4 X 2 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 3-1-0 oc purlins, exc BOT CHORD 4 X 2 SYP No.2 end verticals. WEBS 4 X 2 SYP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) E=731 /Mechanical, D=731/0-3-8 FORCES (lb) - First Load Case Only TOP CHORD A-E=-277, C-D=-277, A-B=O, B-C=O BOT CHORD D-E=544 WEBS 6-E=-699, B-D=-699 NOTES (4-5) 1) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 2) Girder carries tie-in span(s): 15-10-0 from 0-0-0 to 3-1-0 3) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-16d nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4) Truss shall be fabricated per ANSIITPI 1-95 quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing where indicated and within 4" of interior joints. Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection and permanent bracing required for the overall building design. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or certification of the truss designer. 5) Left end may be attached to 2 or more ply top chord of 19" maximum depth flat truss girder with Simpson THA422 or equal. Follow Simpson instructions for installation, LOAD CASE(S) Standard 1) Floor: Lumber Increase=1 .00, Plate Increase=1.00 Uniform Loads (pit) Vert: D-E=-10.0, A-C=-506,2 I Lof,MrFm WRIgam Reference PAIIIIIIIIIISM FG6 FLOOR Inc._ Burlmoton.,NC 27215. Jeff Kerr LOADING (pst) SPACING 2-0-0 CS1 TOLL 40,0 Plates Increase 1.00 TC 0,83 TCDL 10.0 Lumber Increase 1.00 BC 0.33 BCLL 0.0 Rep Stress Incr NO WB 0.42 BCDL 5.0 CodeFBC2001ITP12002 Matrix) LUMBER TOP CHORD 4 X 2 SYP No.2 BOT CHORD 4 X 2 SYP No,2 WEBS 4 X 2 SYP No.3 FORCES (lb) - First Load Case Only TOP CHORD A-G=-1197,C-D=-1450,A-B=-676,B-H=-676,C-H=-676 BOT CHORD F-G=0,F-F=1257,D-E=0 WEBS A-F=1054, B-F=-988, B-E=-988, C-E=1054 a DEFL in loc) Ildelf Ud PLATES GRIP Vert(LL) -0.01 E-F >999 360 TL20 245/193 Vert(TL) -0,01 E-F >999 240 Horz(TL) 0.00 D n/a n/a Weight: 30 Ile BRACING TOR CHORD Structural wood sheathing directly applied or 3-10-0 oc purlins, except end verticals. ROT CHORD Rigid coiling directly applied or 10-0-0 oc. bracing. 17 NOTES (4) 1) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 2) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-16d nails, Strongbacks to be attached to walls at their outer ends or restrained by other means. 3) Special hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 419.01b down at 3-0-0 on top chord. The design/selection of such special connection device(s) is the responsibility of others, 4) Truss shall be fabricated per ANSI/TPI 1-95 quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing where indicated and within 4" of interior joints. Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection and permanent bracing required for the overall building design. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or certification of the truss designer, LOAD CASE(S) Standard 1) Floor: Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (pit) Vert: D-G=-10.0, A-C=-6163 Concentrated Loads (lb) Vert: H=-419.0 CD o Job Truss I Truss Type Qty Ply Cer 53912516 6T1A FLOG Job Universal Forest Products,lnc., Brfrlington,NC 27215, Jeff Kerr 5.100 s May 30 20031 3x6 TI-20 FP._ A B G D E F _, G H I J K L M N O P 34 TL20 FP== 1 1 Inc. Sat Jul 12 11:21:05 J3 rage 1 Scale - 1 AM R S T U v LOADING (psf) SPACING 2-0-0 GS1 DEFL in (loc) I/dell L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.05 Ved(LL) n/a n/a 999 TL20 245/193 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stresslncr YES 1 WB 0.03 Horz(TL) 0.00 W n/a n/a BCDL 5.0 CodeFBC2001frP12002 (Matrix) Weight: 112lb LUMBER BRACING TOP CHORD 4 X 2 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, axe( BOT CHORD 4 X 2 SYP No.2 end verticals. WEBS 4 X 2 SYP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 4 X 2 SYP No.3 REACTIONS (lb/size) AR=53/25-11-0, W=3125-11-0, AQ=146/25-11-0, AP=147/25-11-0, AO=147/25-11-0, AN=147/25-11-0, AM=147/25-11-0, AL=147/25-11-0, AK=144/25-11-0, Ai=145125-11.0, AH=147/25-11-0, AG=147/25-11-0, AF=147/25-11-0, AE=147/25-11-0, AD=147/25-11-0, AC=147/25-11-0, AB=147/25-11-0, AA=147/25-11-0, Z=145/25-11.0, Y=152/25-11-0, X=109/25-11-0 Max Herz AR=3(load case 1) FORCES (lb) - First Load Case Only TOP CHORD AR-AS=-48, AS-AT=-48, A-AT=-48, W-AU=1, AU-AV=1, V-AV=1, A-B=-3, B-C=-3, C-D=..3, D-E=-3, E-F=-3, F-G=-3, G-H=-3, H-I=-3, I-.J--3, J-K=-3, K-L=-3, L-M=-3, M-N=-3, N-O=-3, O-P=-3, P-Q=-3, Q-R=-3, R-S=-3, S-T=-3, T-U=-3, U-V=-3 BOT CHORD AO-AR=O, AP-AQ=0, AO-AP=O, AN-AO=O, AM-AN=O, AL-AM=O, AK-AL=O, AJ-AK=O, AI-AJ=3, AH-AI=3, AG-AH=3, AF-AG=3, AE-AF=3, AD-AE=3, AC-AD=3, AB-AC=3, AA-AB=3, Z-AA=3, Y-Z=3, X-Y=3, W-X=3 WEBS B-AQ=-133, C-AP=-134, D-AO=-133, E-AN=-133, F-AM=-133, G-AL=-133, H-AK=-133, I AI=-133, J-AH=-133, K-AG=-133, M-AF=-133, N-AE=-133, O-AD=-133, P-AC=-133, Q-AB=-133, R-AA=-134, S-Z=-132, T-Y=-138, U-X=-104 NOTES (7) 1) All plates are 1.50 TL20 unless otherwise indicated. 2) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 3) Gable requires continuous bottom chord bearing. 4) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 5) Gable studs spaced at 1-4-0 oc. 6) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-16d nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 7) Truss shall be fabricated per ANSI/TPI 1-95 quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted, Provide bracing where indicated and within 4" of interior joints. Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection and permanent bracing required for the overall building design. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or certification of the truss designer. LOAD CASE(S) Standard tA u , Ala f'? Job 53912516 Truss 'Truss Type FT1 B FLOOR_ 1-3-0 0 Ply 10 1 100 s Mav30 5x4 TL20= 3x4 TL20= 1.50 TL20= 30 TL20== 3x3 TL20= 3x3 TL20= I 5x3 TL20 11 Us TL20 FP-----, 3x4 TL20= es, inc. Sat Jul 12 11:21:06 1-2-0 1 5x3 TL20 11 1,50 TI-20 11 5x8 TL20= 3x3 TL20= 30 T1-20= 0-lt-8Scale - 1 30 TI-20- 1,5x3 T1-20-= I AE 30 TL20- 30 TL20= 1.50 TL20 11 3x4 TL20= Us TL20 FP = W TL20 11 3x3 TM= 3x3 TL20= 5x4 TL20= 30 TL20= 3x4 TL20= 5x5 TL20=. 3x4 TL20=,- 3x3 TL2D- W TL20= 18-Q- 20-6-0 i21 -11 -0,24-5-0 25-11-0 25-11-0 LOADING (psf) SPACING 2-0-0 CS1 I DEFL in loc) I/deff Ud PLATES GRIP TCLL 40,0 Plates Increase 1.00 TC 0,71 Vert(I-L) -0-20 Y-Z >999 360 TL20 245/193 TCDL 10.0 Lumber Increase 1.00 BC 020 Vert(TL) -0.30 Y-Z >656 240 BCLL 0.0 Rep Stress Incr YES WB OV Horz(TL) 0.04 T n/a n/a BCDL 5.0 Codef'BC2001/TP12002 Matrix) Weight: 134 lb LUMBER BRACING TOP CHORD 4 X 2 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, exc BOT CHORD 4 X 2 SYP No.1 end verticals. WEBS 4 X 2 SYP No.3 BOT CHORD Rigid calling directly applied or 6-0-0 oc bracing. Max UplittO=-1 9(load case 2) Max GravAC=815(load case 2), 0--428(load case 3), T=1686(load case 1) FORCES (lb) - First Load Case Only TOR CHORD AC-AD=-799, A-AD=-798, O-AE=-328, N-AE-328, A-B=-794, B-C=1896, C-D=-2382, D-E=-2346, E-F=-2346, F-G--11 154, G-H=-1 154, H-1=292, I-J=690, J-K=-275, K-L=-275, L-M=-275, M-N=-264 BOT CHORD AB-AC=41, AA-AB=1 486, Z-AA=2291, Y-Z=2346, X-Y=2346, W-X=1 758, V-W=569, U-V=569, T-U=-1 265, S-T=-1 265, R-S=-1 41, Q-R=275, P-Q=439, O-P=17 WEBS D-Y=-1 64, E-X=-308, I-T=-1 643, A-AB=1 023, B-AB=-963, B-AA=569, C-AA=-549, C-Z=l 27, D-Z=49, 1-1-1=1 295, H-U=-1 199, H-W=813, F-W=-840, F-X=744, N-P=3351 I-S=765, M-P=-244, J-S=-765, M-Q=-223, J-R=565, K-R=-267, L-Q--74 NOTES (6) 1) Unbalanced floor live loads have been considered for this design. 2) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 19 lb uplift at joint O. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc: and fastened to each truss with 3-16d nails, Strongbacks to be attached to walls at their enter ends or restrained by other means, 5) CAUTION, Do not erect truss backwards. 6) Truss shall be fabricated per ANSVTPI 1-95 quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing where indicated and within 4" of interior joints. Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection and permanent bracing required for the overall building design. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or certification of the truss designer. LOAD CASE(S) Standard AMOGUR 2-3 , Job JTruss Truss Type Qly Pi 53912516 FT1C FLOOR i 1 Oaiv-er-sal Forest Products,lnc., Burlington; INC 27215, Jeff Kerr 5.100 s May 30 1-3-0 1+-8-----1 r- 2-0-0 --i-1-6-0- 5x4 T1-20= 3x4 T1,20= 1.5x3 TL20-- 3x3 TL20= 3x3 TL20= 30 TL20 = 1.5x3 TL20 11 3x6 TL20 FP- 3x4 TL20= A P r. n F F G 1-1 3x3 TL20= 3x3 TL20= 1.5x3 TL20 11 3x4 TL20- 5x4 TL20= 3x3 TL20= 1 ek Industries, Inc. Sat Jul 12 1-2-0 mi GUu:i rage 0-1-8 Scale ® 1:: 3x3 TI-20= 30 TI20-= SO TL20= 30 TL20= 1.5x3 TL20== I J K L AC Us TL20 FP= 3x3 TL20 11 1,50 TL20 11 3x3 TL20= 3x4 TL20= 5x5 TL20 3x3 TL20= 30 TL20== 1.50TL20 11 22- 11-0 4- 0-0 6-6-007_10 8,_ 9-10 8 15-3-0 8 18-0-0 19 3-0 20 8 0-121-11_-OL- s12-9-0 _ 22- 11-0 Plate OffstX,Y:_j LOADING ( psf) SPACING 2-0-0 CSI CEFL in (loc) Well L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.69 Vert(LL) 0.20 W-X 999 360 TL20 245/193 TGDL 10.0 1 Lumberincrease00 BC 0.89 Vert TL 0.30 W -X 658 240 BGLL 0.0 Rep Stress Incr YES WB 0.47 Horz(TL) 0.04 R n/a n/a BCDL 5.0 CodeFBC2001/TP12002 Matrix) Weight: 120lb LUMBER TOP CHORD 4 X 2 SYP No.2 BOT CHORD 4 X 2 SYP NoA WEBS 4 X 2 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, 0 end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS ( lb/size) AA=821/0.8-0, M=118/Mechanical, R=1542/0-3-8 Max UpliftM=-106(load case 2) Max GravAA=832(toad case 7), M=256(load case 3), R=1542(load case 1) FORCES ( lb) - First Load Case Only TOP CHORD AA-AB=-817, A-AB=-816, M-AC=-139, L-AC=-139, A-B=-814, B-C=-1952, C-D=-2475, D-E=-2474, E-F=-2474, F-G=-1341, 0-H=-1341, H-1=77, I-J=585, J- K=63, K-L=-26 BOT CHORD 2-AA=42, Y-Z=1525, X-Y=2363, W-X=2474, V-W=2474, U-V=1922, T-U=774, S-T=774, R-S=-1035, Q-R=-1035, P-Q=-63, O-P=-63, N-O=-63, M-N=7 WEBS D-W=-145, E-V=-293, I-R=-1493, A-Z=1050, B•Z=-989, 6-Y=594, C-Y=-572, C-X=156, D-X=2, I-S=1275, H-S=-1183, H-U=789, F-U=-808, F-V=698, L-N=34, I- Q=598, K-N=121, J-Q=-709, J-P=201, K-O=-176 NOTES ( 6-7) 1) Unbalanced floor live loads have been considered for this design. 2) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance Inspection. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 106 lb uplift at joint M. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-16d nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) CAUTION, Do not erect truss backwards. 6) Truss shall be fabricated per ANSIfTPI 1-95 quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing where indicated and within 4" of interior joints. Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection and permanent bracing required for the overall building design. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Any references to Job names and locations are for administrative purposes only and are not part of the review or certification of the truss designer. 7) Right end may be attached to 2 or more ply top chord of 19" maximum depth flat truss girder with Simpson THA422 or equal. Follow Simpson instructions for installation. LOAD CASE(S) Standard 0 1 ! It V A a"If 6 0 iL 0 12- rues -Truss Pe Jay Ply t Centex-Orlando/2724 2ndfjsk/7 3 53912516 IFT2A ne. M A[ 30 TL20= 3x6 TL20 FP--,, 3x6TI- 20 FP- AJ 3x3 TL20= LOADING ( pst) SPACING 2-0-0 CS1 DEFIL in loc) I/detl L/d PLATES GRIP TCLL 40,0 Plates Increase 1.00 TC 0.06 Vert(I-L) n/a n/a 999 T120 245/193 TCDL 10,0 Lumber Increase 1.00 BC OV Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 1 Horz(TL) 0.00 R n/a n/a BCDL 5.0 CodeFBC2001ITP12002 Matrix) Weight 87 1 toLUMBER BRACING TOP CHORD 4 X 2 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, exc BOT CHORD 4 X 2 SYP No.2 end verticals. WEBS 4 X 2 SYP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 4 X 2 SYP No.3 REACTIONS ( lb/size) R=44/19-9-8,AH=54/19-9-8,AG=146119-9-8,AF=147/19-9-8,AE=147/19-9-8,AD=147/19-9-8,AC=147/19-9-8,AB-147/19-9-8,AA=144/19-9-8,. Y= 145119-9-8,X=147/19-9-8,W=147/19-9-8,V=147/19-9-8,U=146/19-9-8,T=151/19-9-8,5=130/19-9-8 Max Herz AH=7(load case 1) FORCES ( lb) - First Load Case Only TOP CHORD AH-Al=-49, A-Al=-49, R-AJ=-39, Q-AJ=-38, A-B=-7, B-C=-7, C-D=-7, D-E=-7, E-F=-7, F-G=-7, G-H=-7, H-I=-7, I-J=-7, J-K=-7, K-L=-7, L-M=-7, M-N=-7, N- O---7, O-P=-7, P-Q---7 BOT CHORD AG-AH=O, AF-AG=O, AE-AF=O, AD-AE=O, AC-AD=O, AB-AC=O, AA-AB=0, Z-AA=O, Y-Z=7, X-Y=7, W-X=7, V-W=7, U-V=7, T-U=7, S-T=7, R-S=7 WEBS B-AG=-132, C-AF=-134, D-AE=-133, E-AD=-133, F-AC=-133, G-AB=-133, H-AA=-133, J-Y=-133, K-X=-133, L-W=-133, M-V=-134, N-U=-132, 0-T=-137, P- S=-1 19 NOTES ( 7) 1) All plates are 1 .5x3 TL20 unless otherwise indicated. 2) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 3) Gable requires continuous bottom chord bearing. 4) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e, diagonal web). 5) Gable studs spaced at 1-4-0 oc 6) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-16d nails, Strongbacks to be attached to walls at their outer ends or restrained by other means. 7) Truss shall be fabricated per ANSVTPI 1-95 quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing where indicated and within 4" of interior joints. Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection and permanent bracing required for the overall building design, Building Designer shall verity all design information on this street for conformance with conditions and requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of [tie design information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or certification of the truss designer. LOAD CASE(S) Standard j V 5 A IA mofmP"399MW-401loll 2 in03 uoo "us" u P -y y u t' 2, " t t 7 53912516 FT2B FL 4 1 Ia UniersaivForest Products,inc., Burlington, NC 27215, Jeff Kerr 5.100T sMay 30 2003 1- 81-3-0 2-0-0 0-9-8 5x4 TL20= 1. 5x3 TL20- 3x5 TL20= 30 TL20= 3x3 TL20= 3x3 TL20,= 3x3 TL20= A a C D E F 11: 21:08 2003 Pagel 0- 1-8 scale - 1 5x4 TL20- 1. 50 T1-20= J w 3 f ,i i 1 _ 132- ......... _ _.. _._.__ u T s R a P Q N M L 3x5 TL20= 3x3 TL20= 3x6 TL20 FP= G H 1 T x 1 3x3 TL20- 5x5 TL20== 3x5 TL20= 3x10 M1118H FP == 1,50 TL20 I 1.5x3 TL2011 3x3 TL20= 3x5 TL20= 5x5 TL20== 3x3 TL20 30 T1-20=" 30 TL20 I- 1= -400 _ _66-0 r 7_10-8 9-10-8 10 9-8 13 3 9-8_ ___- 15 8 m_r 16 3 8 19-8 19- 9-8 Plata C7ffset (X Edg_,Q 1 81, J, 0 1-8,Edge]____ LOADING ( psf) SPACING 2-0-0 CS1 DEFL in loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.000 TC 0.64 Ved(LL) 0,34 P >696 360 M1118H 195/188 TCDL 10 0 Lumber Increase 1.00 BC 0.80 Vort(TL) 0.53 O-P >445 240 TL20 245/193 BCLL 0.0 Rep Stress Incr YES WB 0,52 Horz(TL) 0,08 K n/a n/a BCDL 5.0 CodeFBC2001/TP12002 Il Matrix) Weight: 102lb LUMBER BRACING TOP CHORD 4 X 2 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 5-9-13 oc purlins, BOT CHORD 4 X 2 SYP SS except end verticals. WEBS 4 X 2 SYP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. FORCES ( lb) - First Load Case Only TOP CHORD V-W=-1062, A-W=-1061, K-X=-1063, J-X=-1062, A-B=-1096, B-C=-2741, C-D=-3784, D-E=-4262, E-F=-4273, F-G=-3787, G-H=-2740, H-I=-2740, 1-J=-1096 BOT CHORD U-V: 55, T-U=2069, S-T=3377, R-S=3377, O-R=4262, P-0=4262, 0-P-4262, N-O--4168, M-N=3386, L-M--2067, K-L=55 WEBS D-Q-140, E-P=-146, A-U=1415, B-U=-1354, B-T=935, C-T=-885, C-R=566, D-R=-650, J-L=1415, I-L=-1350, I-M=937, G-M=-898, G-N=557, F-N=-530, F- 0=146, E-0=18 NOTES ( 5) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are M1120 plates unless otherwise indicated. 3) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 4) Recommend 2x6 strongbacks, on edge, spaced'at 10-0-0 oc and fastened to each truss with 3-16d nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) Truss shall be fabricated per ANSI/TPI 1-95 quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing where indicated and within 4" of interior Joints. Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection and permanent bracing required for the overall building design. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or certification of the truss designer. LOAD CASE(S) Standard ca,. a t i Z i u 53912516 Fl2C FLOOR u versa) Forest Products,inc., Burlington, NC 27215, Jeff 5x4 Tt,20= 1, 50 TL20 = 3x5 TL20--'= 3x3 TL.20- A B C 6- Oty Ply Centex-Orlando/2724 2nd/jsk/7-12-3, 4 1 IcbReferenc gptional 100 s May 30 2003 MiTek Industries, Inc. Sat Jul 12 11:21 D9 2003 Pag, 0 1-8 Scale e 1 3x3 T1-20-- 3x3 TL20= 3x3 TL20= D E F 3x5 TL20 5x4 T1-20= 30 TL20= 3x6 TL20 FP = 1.50 TL20=- G H I J x 3x3 TL20= 5x5 TL20= 300 Mill BH FP== 1.5x3 TL201I 1.50 TL20 11 30 TL20= 34 T1-20= 54 TL20=- 3x3 TL20= 3x5 T1.20= 3x3 T1-20 - 30 TL20= 4-0-Q 6-6-R _7-10-8 9-10-8 Q 6- 13-0-Q i 5 6-Q 18-Q Q 19-6 0Q_ _ r _ __ _.-._._ ....-.--_.__ _______ . _....____.L _ _.-_._ _ __ I 19-6-0 LOADING (psf) SPACING 2-0-0 CS1 TCLL 40D Plates Increase 1.00 TC 0.59 TCDL 10.0 Lumber Increase 1.00 BC 0,77 BCLL 0.0 Rep Stress Incr YES WB 0.51 BCDL 5-0 t CodeFBC2001/fP12002 Matrix) LUMBER TOP CHORD 4 X 2 SYP No.2 BOT CHORD 4 X 2 SYP SS WEBS 4 X 2 SYP No.3 REACTIONS (lb/size) V=1053/0-8-0, K=1053/Mechanical DEFL in loc) I/deft Ud PLATES GRIP Ved(LL) -0.31 P >745 360 M1118H 195/188 Vert(TL) -0.49 P >476 240 TL20 245/193 Horz(TL) 0.08 K n/a n/a Weight 101 lb BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 or; purlins, ex end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. FORCES (lb) - First Load Case Only TOP CHORD V-W=-1046, A-W=-1045, K-X=-1047, J-X=-1046, A-B=-1078, B-C=-2690, C-D=-3700, D-E=-4143, E-F=-4161, F-G=-3701, G-H=-2689, H-1=-2689, I-J=-1078 BOT CHORD U-V=54, T-U=2034, S-T=3312, R-S=3312, Q-R=4143, P-Q=4143, 0-P=4143, N-0=4060, M-N-3320, L-M=2032, K-L=54 WEBS D-Q=116, E-P=-158, A-U=1391, B-U=-1330, B-T=912, C-T=-865, C-R=539, D-R=-603, J-L=1391, I-L=-1327, 1-M=915, G-M=-877, G-N=530, F-N= 499, F-0=1411 E-0=41 NOTES (5-6) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are M1120 plates unless otherwise indicated. 3) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-16d nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) Truss shall be fabricated per ANSI/TPI 1-95 quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing where indicated and within 4" of interior joints- Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection and permanent bracing required for the overall building design. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or certification of the truss designer- 6) Right end may be attached to 2 or more ply top chord of 19" maximum depth flat truss girder with Simpson 7HA422 or equal. Follow Simpson instructions for installation. LOAD CASE(S) Standard l v 53912516 FT3A TrussType . Qty Ply Ger 1 1 Job 5. 100 s May 30 2003 Jul 12 11:21:09 2003 5x4 T1,20-'== 1. 5x3 TL20= 3x3 TL20-- A R 0- 1Q-2 Q 0 8 __{ i_ __---------- I 30 TL20= 1. 50 TL20 II 30 TL20:-= 3x3 TL20== C D E F Q- 1-8 0- 11 Scale m 1:27, 5x4 TL20== 30TL20= 1.5x3T1.20= a H 3x3 TL20=:-, 5x4 TL20= 3x3 TL20=' 3x3 TI.20= 1.50 TL20 I I 30 TL20---- 30 T1.20 - 5x4 TL20=- 3x3TL20= 4-0- 0- 6-1 6- 0 0' ?'-__.a__ 1 E 14-7 8 L 15.10.0 1-2 -__ _ _... i 15-10- 0 Y_ _ Plate Offspts ( X_,Yh Edg e 01-81,, t 0 LOADING (pst) SPACING 2-0-0 CSI DEFL in loc) I/defl L/d PLATES GRIP TCLL 40. 0 Plates Increase 1.00 TC 0,66 Vert(LL) 0.17 L-M a999 360 TL20 245/193 TCDL 10. o BCLL 0. 0 Lumber Increase 1,00 Rep Stress Iner YES BC 0. 96 WB 0. 40 Vert(TL) - 0.27 Horz(TL) 0.05 L-M a705 240 1 n/ a n/a BCDL 5. 0 CodeFBC2001/TP12002 Matrix) Weight: 82lb LUMBER BRACING TOP CHORD 4 X 2 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 0o purlins, e, BOT CHORD 4 X 2 SYP No.2 end verticals. WEBS 4 X 2 SYP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/ size) Q=851/0-8-0, 1=851/Mechanical FORCES (lb) - First Load Case Only TOP CHORD Q-R=-848, A-R=-847, 1-5=-849, H-S=-848, A-B=-855, B-C=-2028, C-D=-2716, D-E=-2716, E-F=-2594, F-G=-1936, G-H=-683 BOT CHORD P-Q=44, O-P=1597, N-O--2464, M-N=2716, L-M=2716, K-L=2408, J-K=1443, 1-J=44 WEBS D- N=-235, E-M=-73, A-P=1102, B-P=-1033, B-O=599, C-4=-607, C-N-41Q, H-J=991, G-J=-1057, G-K=686, F-K=-657, F-L-259, E-L=-165 NOTES (4- 5) 1) Unbalanced floor live loads have been considered for this design. 2) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 3) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-16d nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4) Truss shall be fabricated per ANSI/TPI 1-95 quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing where indicated and within 4" of interior joints. Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection and permanent bracing required for the overall building design. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or certification of the truss designer. 5) Right end may be attached to 2 or more ply top chord of 19" maximum depth flat truss girder with Simpson THA422 or equal, Follow Simpson instructions for installation. LOAD CASE( S) Standard i r t r ill Z iv r • III w" 6* 0 i russ Type , 53912516 IFf3B Universal Forest Products,lnc„ Burimgi 1 8 1.3-Q 5x4 T120= 1.50 TL20= 30 TL20= S 0-10_8_i 30 TM-= 1.5x3 TL2011 30 TL20= 6 1 Job Reference_(opt gpa10 i00 s May 30 2003 MiTek Industries, Inc. Sat Jul 12 11:21:10 2003 Page 1 0-IsHScale s 1:27 5x4 TL20'= 30TL20= 30TL20= 1,50TL20= T 3x3 TL20= 30 TL20 FP= 30 TL20= 30 T1.20= 1-5x3 TL2011 3x3 TL20= 3x3 T120= 5x4 TL2-0= 3x3 TL20= 5x4 TL20T 6-1-8 6 0 8-3-0 l 1_'$14_-7v8.----._._ 1fi-1-84-0-0 9_7-8 .. 16-1-8 Plate O€fsetsAY_-- LOADING (Pat) SPACING 2 CSI DEEL. in lee) I/defy L/d PLATES GRIPO TGLL 40D Plates Increase 10 TC 0.69 Vert(LL) -0.18 L-M >999 360 TL20 245/193 TCDL 10.0 Lumber Increase 1.00 BC 0.83 Vert(TL) -0.28 L-M >674 240 BOLL 0.0 Rep Stress Incr YES WB 0.41 Horz(TL) 0.05 I n/a n/a BCDL 5.0 CodeFBC2001/TP12002 Matrix) Weight: 83Ile LUMBER BRACING TOP CHORD 4 X 2 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, e) BOT CHORD 4 X 2 SYP No.1 end verticals. WEBS 4 X 2 SYP NoA BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 3 FORCES (lb) - First Load Case Only TOP CHORD R-S=-865, A-S=-864, 1-T=-862, H-T=-861, A-B=-874, B-C=-2077, C-D=-2810, D-E=-2810, E-F=-2719, F-G=-2098, G-H=-867 BOT CHORD Q-R=45, P-Q--1631, 0-P=1631, N-0=2535, M-N=2810, L-M=2810, K-L=2550, J-K=1626, 1-J=45 WEBS D-N=-251, E-M= 92, A-Q=1127, B-Q=-1054, B-0=619, C-0= 637, C-N=449, HJ=1117, GJ- 1057, G-K=656, F-K=-629, F-L=234, E-L=-124 NOTES (4) 1) Unbalanced floor live loads have been considered for this design. 2) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 3) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-16d nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4) Truss shall be fabricated per ANSI/f"PI 1-95 quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing where indicated and within 4" of interior joints. Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection and permanent bracing required for the overall building design. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or certification of the truss designer. LOAD CASE(S) Standard r l 1 NIT 501111M L i Or! 1P - 3x3 TL,20= I 5x3 TL20:= A Truss Truss type FT4A FL 5,lnc., BGrlington,, NC 27215, Jeff Kerr 30 TL20 0 a J2 5,100 s May 30; 1 . 50 TL20 11 30 TL20-- C 0 nd/Jsk/7-12-3 Inc. Sat Jul 12 11:21:11 2003 Page I 0 (11"Scale - 1:14 30 TL20= 1. 50 TL20 E M 30 TL20= 30 T1,20- 1 6 0 2-9-0 8--7-8 LOADING (psf) SPACING 2-0-0 CS1 DEFIL in too) Well Lid PLATES GRIP TOLL 40,0 Plates Increase 1.00 TC 0,37 Vert(ILL) -0,05 G-H >999 360 TL-20 245/193 TCDL 10.0 Lumber Increase 1,00 BC 0,38 Vert(TL) -0.06 G-H >999 240 BOLL 0.0 Rep Stress trier YES WB 0,19 Horz(TL) 0.01 F n/a n/a BCDL 5,0 QodeFBC2001/TP12002 Matrix) Weight: 47 lb LUMBER BRACING TOP CHORD 4 X 2 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purfins, ex BOT CHORD 4 X 2 SYP No.2 end verticals. WEBS 4 X 2 SYP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. FORCES (lb) - First Load Case Only TOP CHORD K-L=-446, A-2=-445, F-M=-453, E-M=-453, A-B=-396, B-C=-771, C-D=-771, D-E=-402 BOT CHORD J-K=23, I-J=771, H-1=771, G-H=730, F-0=23 WEBS E-13=515, A-J=507, D-G=-456, 8-J=-510, D-H=56, 8-6z43, C-H=-37 NOTES (4) 1) Unbalanced floor live loads have been considered for this design, 2) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 3) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-16d nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4) Truss shall be fabricated per ANSI/TPI 1-95 quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing where indicated and within 4" of interior joints. Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection and permanent bracing required for the overall building design, Building Designer shall verity all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances, The truss designer accepts no responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or certification of the truss designer. N a L4M W.T4morno ;.3t4d, W2gIoil aq i a g r*J&'Xj.%]k Job Truss Truss Type czty Ply er i 53912516 FT3C FL2 1 v Job Universal Forest PProducts,lnc., Burlington ,NC 27215, Jeff Kerr 00 s May 30 20031 5x4 TL20- 30 TL20= 1. 50 TL20= 3x3 TL20= i .5x3 TL20 11 30 TL20 = 30 TL20= a R C D 6 F f dR 0- 11 9 j Scale m 1 27, 5x4 TL20=- 3x3TL20= 1.5x3TL20= G H R 3x3 TL20=-5x4 TL20= 30 TL20 = 3x3 T1-20= 1,50 TL20 i I 3x3 TL20= 30 TI.20= 5x4 T1.20 --- 3x3 TL20=- 1- 6-0 4-0-Q 6-1 8 6]3-0_ 3 Or----9-7-8 I 1- 14.7-8 --- 15_10-0_1 815- 10-0 Rlate CYffsets (x-Y)_ jA Edge Q1 81 LOADING ( psi) SPACING 2-0-0 CSI DEFL in loc) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.66 Vert(LL) 0.17 L-M a999 360 TL20 245/193 TCDL 10.0 Lumber Increase 1,00 BC 0.96 Vert(TL) -027 L-M a705 240 BCLL 0.0 BCDL 5.0 Rep Stress Incr YES CodeFBC2001/ TP12002 WB 0,40 Matrix) Horz( TL) 0.05 1 n/a n/a I Weight: 82lb LUMBER BRACING TOP CHORD 4 X 2 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, ex, BOT CHORD 4 X 2 SYP No.2 end verticals. WEBS 4 X 2 SYP Na.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS ( lb/size) 0=851/0-8-0, 1=851/Mechanical FORCES ( lb) - First Load Case Only TOP CHORD O-R=-848, A-R=-847, 1-S, 849, H-S=-848, A-B=-855, B-C=-2028, C-D=-2716, D-E=-2716, E-F=-2594, F-G=-1936, G-H=-683 BOT CHORD P-0=44, 0-P=1597, N-0=2464, M-N=2716, L-M=2716, K-L=2408, J-K=1443, 1-J=44 WEBS D-N=-235, E-M=-73, A-P=1102, B-P=-1033, B-0=5991 C-0=-607, C-N=410, H-J=991, G-J=-1057, G-K=686, F-K=-657, F-L=259, E-L=-165 NOTES ( 4-5) 1) Unbalanced floor live loads have been considered for this design. 2) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 3) Recommend 2x6 strongbaeks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-16d nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4) Truss shall be fabricated per ANSI/TP1 1-95 quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing where indicated and within 4" of interior joints. Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection and permanent bracing required for the overall building design. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or certification of the truss designer. 5) Right end may be attached to 2 or more ply top chord of 19" maximum depth flat truss girder with Simpson THA422 or equal. Follow Simpson instructions for installation. LOAD CASE(S) Standard Win 41 • ` 1 !! # • r Job I russ I runs I ype y 5391251$J1 JACK j"", , Universal Forest Pr6ducts,ine., Burlington, NC 27215, Jeff Kerr 5.100 s May 30 2003 MiTek Industries 0Inc. Sat Jul Scale . 1:4.7 in 0-11 -11-1 30 T120=b_11 _1 1 LOADING ( pst) SPACING 2-0-0 CS1 DEFIL in (loc) I/det! Ud PLATES GRIP TOLL 20°O Plates Increase 1.33 TC 0.06 Vert(LL) n/a n/a 999 TL20 2451193 TCDL 10.0 Lumber Increase 1.33 BC 0.00 Vert(TL) -0.00 A >999 160 BOLL 0,0 Rep Stress Iner YES WB 0.00 Horz(TL) -0.00 C n/a n/a BCOL 10.0 CodeFBC2001frPI2002 (Matrix) Weight: 5 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 0-11 -11 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS ( lb/size) C=-1 I /Mechanical, B=1 38/0-8-0, D=9/Mochanical Max Herz B=37(load case 4) Max UpliftC=-1 1 (load case 1), 6=-76(load case 4) Max GravC=l 5(load case 4), B=1 38(load case 1), D=9(load case 1) il10 IV1 -4IN11411a"00 M*l,*= 9 a NOTES ( 4) 1) Wind: ASCE7-98; 110mph; h=15ft;TCDL=6,0psf; BCDL=6,Opsf; Category 11; Exp B; enclosed; MW FRSgable end zone; cantilever left and right exposed ; end vertical left and right exposed;Lumber DOL=1,60 plate grip DOL=1.33. 2) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 11 lb uplift at joint C and 76 lb uplift at joint B. 4) Truss shall be fabricated per ANSVTPI 1-95 quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing where indicated and within 4" of interior joints. Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection and permanent bracing required for the overall building design. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or certification of the truss designer, 1811 Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 5391251 Contractor/ Job: 2724 EL.B RF Date Req:07/14/2003 Draw No:53912515CJ1 I iov ''Uv y 53912515 CJ3 JACK L--Lb Reference Lo M 5.100 s av 30 2003 MiTek Industries, Inc. Sat J QNSIM, Scale 1:7. 2- 11-11 LOADING ( psf) SPACING 2-0-0 CSI DEFL in loc) Udell Lid PLATES GRIP TCLL 20.0 Plates Increase 1,33 TC 0.09 Vert(LL) n/a n/a 999 TL20 245/193 TCDL 10.0 Lumber Increase 1.33 BC 0.03 Vert(TL) 0.01 A >999 180 BCLL 0.0 Rep Stress Incr YES WB ODO Horz(TL) -0.00 C n/a n/a BCDL 10.0 CodeFBC2001ITP12002 Matrix) Weight: 11 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 2-11 -11 oc purlins, BOT CHORD 2 X 4 SYP No,2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS ( lb/size) C=57/Mechanical, B=204/0-8-0, D=26/MechaniGal Max Harz B=67(load case 4) Max UpliftC=-29(load case 4), 6=-77(load case 4) NOTES ( 4) 1) Wfind: ASCE 7-98; 110mph; h=15ft;TCDL=6.Opsf; BCDL=6.Opst; Category 11; Exp B; onclosed;MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1 .33, 2) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection, 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 29 In uplift at joint C and 77 lb uplift at joint B. 4) Truss shall be fabricated per ANSI/TPI 1-95 quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted, Provide bracing where indicated and within 4" of interior joints. Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection and permanent bracing required for the overall building design. Building Designer shall verity all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or certification of the truss designer. 39MZffM3EfflM= oil- 6 4 • No AMsMMNUBM4KA24M-*2 V 2 JU0 53912515 Lc"J"5b' Universal Forest PrQducts,lnc., JACK Job a LOADING (psf) SPACING 2 O 0 CS' TCLL 20.0 Plates Increase . 3 TC 0,22 TCDL 1100 Lumber Increase 1,33 BC 009 BCLL 0.0 Rep Stress Incr YES WB 0,00 BCDL 10'0 Codef'BC2001/TP12002 (Matrix) LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 AEACTIONS (lb/size) Cm126/Mechanical, 6=27510-8-0, D=46/Mechanical Max Harz B=99(load case 4) Max UpliftCm-68(load case 4), B=-77(load case 4) WNZH 1 111 DEFIL in too) I/def] L/d PLATES GRIP Vert(LL) n/a n/a 999 TL20 245/193 Vert(TL) 0.05 A >328 160 Horz(TL) -0.00 C n/a n/a Weight: 17 lb BRACING TOP CHORD Structural wood sheathing directly applied or 4-11 -11 oc purlins. ROT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, NOTES (4) 1)Wind: ASCE7-98; 110mph; h=15ft;TCDI-=6.0psf; BCDL=6,Opsf;Category ll; Exp B; enclosed;MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed;Lumber DOL.1.60 plate grip DOL=1,33. 2) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection, 3) Provide mechanical connection (by others) of truss to bearing plate capable at withstanding 68 lb uplift at joint C and 77 lb uplift at joint B. 4) Truss shall be fabricated per ANSIITPI 1-95 quality requirements. Plates shall be at size and type shown and centered at joints unless otherwise noted. Provide bracing where indicated and within 4" of interior joints. Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection and permanent bracing required for the overall building design. Building Designer shall verity all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or certification of the truss designer. U) 0 Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop PNo: 5391251 0Contractor/Job: 2724 EL.B RF Date Req:07/14/2003 Draw No:53912515CJ5 Job Truss UIY [-1y 53912515 E17 19 7-0-0 Inc. Sat Jul 12 10:33:02 2003 Page 3x4 TL20= um Scale - 1: 1 LOADING (Pat) SPACING 2-0-0 CS1 DEFIL in (loc) Ildetl Ud PLATES GRIP TOLL 20D 1191, Plates Increase 1.33 TC 051 Vert(LL) n/a - n/a 999 TL20 245/193 0 TCOL 10.0 Lumber Increase 1.33 ffl..) 0.20 A >80 180 0.0 Rep Stress Incr YES 'W'B 'O` lefi BCLL 0 0 lorz(TL) -0-00 C n/a n/a BCDL 10,0 CodeFBC2001/TP12002 (Matrix) Weight: 23 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2 X 4 SYP No,2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, REACTIONS (lb/size) C=1 90/Mechanical, B=35210-8-0, 0=66/Mechanical Max Herz 13=1 31 (load case 4) Max UpliftC=-1 04(load case 4), B=-82(load case 4) NOTES (4) 1) Wind: ASCE 7-98; 1 10mph; h=15ft; TCDL=6.0psf; BCDL=6.0psf; Category 11; Exp 6; enclosed;MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed;Lumber DQL=1.60 plate grip DOL=1.33, 2) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 104 lb uplift at joint C and 82 lb uplift at joint B, 4) Truss shall be fabricated per ANSI/TPI 1-95 quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted, Provide bracing where indicated and within 4" of interior joints. Bracing indicated on this shoot is to reduce buckling of individual members only and does not replace erection and permanent bracing required for the overall building design. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design information as it may relate to a specific building, Any references to job names and locations are for administrative purposes only and are not part of the review or certification of the truss designer. MNQE Im oil - 6 a 0 LaM0 MM IP-1 M " MiK#M E W01114R OR712 0rol &14 9 WPM JOD I rUSS i ru9s i ype 53912515 GlD CO, M' 1a iy FY 4 Lb Reference (ODtional) I Il 4 11 §_102_j10_40 20-3-8 Shale 1-0-0 4-4-8 2-11-12 1-5-14 1-5-14 2-11-12 1-5-14 0-10-12 0-8-15 2-9-11 0-7-2 0-5-6 5x4 TL20= 5x6 TL20= W T1_20= Us TL20 11 70 TL20= W TL20= 7x8TL20= 5x4TM= 3x6 TL20 11 6-38 20-3-8 2-71-0 4-4-8 2-8-4 0-3-8 2-11-12 0-7-2 2-4-10 2-11-12 4-0-0 0-3-8 LOADING (pst) SPACING 2-0-0 CS11 ®EFL in loc) I/defl Ud PLATES GRIP TCLL 20,0 Plates Increase 1,33 TC 0.41 Vert(LL) 0.13 J-L >999 240 TL20 245/193 TCDL 110.0 Lumber Increase 1.33 BC 0,70 Vert(TL) -031 J-L >776 180 BCLIL 0,0 Rep Stress Incr NO WB 0.66 Horz(TL) 0.07 H n/a n/a BCDL 10.0 CodeFBC200lfTP12002 Matrix) Weight: 541 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. 130T CHORD 2 X 8 SYP No. 1 BOT CHORD Rigid coiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SYP No,3 REACTIONS (lb/size) B-777510-8-0,H=9687/0-3-8 Max Herz 8=97(load case 4) Max UpliftB=-1913(load case 4), H-2369(load case 5) FORCES (lb) - First Load Case Only TOP CHORD A-B=30, B-C=-17321, C-D=-16760, D-E=-13176, E-F=-13179, F-G=-16535, G-H=-19491 BOT CHORD B-N=15917,M-N.15917,L-M.15447,K-L=15242,J-K=15242,1-J=17993,H-1=17993 WEBS C-N=360, D-M=4528, E-L=9758, F-J=4223, G-1=2414, C-M-542, D-L=-4608, F-L=-4320, G-J=-3168 NOTES (9) 1) Special hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 2368.Olb down and 607.01b up at 7-0-12 on bottom chord. The design/selection of such special connection clovice(s) is the responsibility of others. 2) 4 -ply truss to be connected together with 1 Od Common(. 1 48"xX) Nails as follows: Top chords connected as follows: 2 X 4 - 1 row at 0-9-0 oc, Bottom chords connected as follows: 2 X 8 - 4 rows at 0-4-0 oc. Webs connected as follows: 2 X 4 - I row at 0-9-0 oc. Attach chords with 1/2 inch diameter bolts (ASTM a-307) with washers at 2-0-0 on center. Special hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 2368.Olb down and 607,01to up at 7-0-12 on bottom chord. The design/selection of such special connection device(s) is the responsibility of others. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-98; 11 Omph; h-1 51t; TCDL=6.Opsf; BCDL=6.Opsf; Category 11; Exp 6; enclosed;MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed;Lumber DOL=11,60 plate grip DOL=11.31 5) All plates are 30 TL20 unless otherwise indicated. 6) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1913 lb uplift at joint B and 2369 lb uplift at joint H. 8) Special hangers) or other connection device(s) shall be provided sufficient to support concentrated load(s) 2368.0lb down and 507,01b up at 7-0-12 on bottom chord. The design/selection of such special connection device(s) is the responsibility of others. 9) Truss shall be fabricated per ANSIITPI 1-95 quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing where indicated and within 4" of interior joints. Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection and permanent bracing required for the overall building design. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or certification of the truss designer. 192920219HIM= 1) Regular: Lumber Increase- 1 .33, Plate Increase=1,33 Uniform Loads (pit) Vert: H-M.-882.0, A-E-60.0, E-H=-60,0 Concentrated Loads (lb) Vert: M-2368.0 Trapezoidal Loads (pit) Vert: 8.-130.0-to-M=-516.0 L4MoMMMA 46%KMAM-41* Job I russ 53912515 (33D I"' UY vly COMMON MA HM 7-0-7 10 4 2 _§ 1 15 1 2-9-13 2-9-13 2-9-13 2-9-13 34 TL20 11 7x6 TL20= W TL20= 7x6 TL20= 3x6 TL20 i I 4-2-9 1-0-0 Scale - 1 4-2-9 2-9-13 2-9-13 2-9-13 0-0-7 2-9-7 4-2-9 Plate Offs Is &YJ: JA:0-3 0-0-01,L0-3 6 P-O d4,P-3-0 0-5-p].L 0-3 0 0.5-0 ( psi) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1,33 TC, 0.49 Vort(I-L) 016 K-L >999 240 TL20 245/193 TCDL 10,0 Lumbar Increase 1.33 BC 0.84 Vert(TL) -0.38 K-L >611 180 BCLL OD Rep Stress Incr NO WB 0.92 Hurz(TL) 0.08 G n/a n/a BCDL 10.0 CodeFBC2001fTP12002 (Matrix) Weight: 258 lb BRACING TOP CHORD Structural wood sheathing directly applied or 3-5-10 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, REACTIONS (lb/size) A=5995/0-3-9, G=4417/0-3-8 Max Harz A=-94(load case 5) Max UpliftA=-1426(load case 4), 0=-1052(load case 5) FORCES (lb) - First Load Case Only TOPCHORD A-B--12182,B-C--10369,0-D=-8328,D-E=-8328,E-F=-10582,F-G=-10414,G-H=29 BOT CHORD A-M=1 1266, L-M=1 1266, K-L=9549, J-K=9742, I-J=961 1, G-1=9611 WEBS B-M=1353, C-L-2527, D-K=6090, E-J=2817, F-I=-457, B-L=-1985, C-K=-2629, E-K--2901, F-J=152 NOTES (8) 1) Special hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 2275-Olb down and 583.1 lb up at 12-8-8 on bottom chord. The design/selection of such special connection device(s) is the responsibility of others, 2) 2-ply truss to be connected together with 10d Common(.1 48"x3") Nails as follows: Top chords connected as follows: 2 X 4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2 X 8 - 3 rows at 0-5-0 oc. Webs connected as follows: 2 X 4 - 1 row at 0-9-0 oc, Special hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 2275.01b down and 583.1 lb up at 12-8-8 on bottom chord. The design/selection of such special connection device(s) is the responsibility of others. 3) Unbalanced roof live loads have been considered forthis design. 4) Wind: ASCE 7-98; 11 Omph; h=1 5ft; TCDL=6.Opsf; BCDL=6,Opst; Category 11; Exp 6; onclosed;MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed;Lumber DOL=1 .60 plate grip DOL=11,33. 5) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1426 lb uplift at joint A and 1052 lb uplift at joint G. 7) Special hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 2275.01b down and 583,11 lb up at 12-8-8 on bottom chord. The design/selection of such special connection device(s) is the responsibility of others. 8) Truss shall be fabricated per ANSIfTPI 1-95 quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing where indicated and within 4" of interior joints. Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection and permanent bracing required for the overall building design. Building Designer shall verify all design Information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or certification of the truss designer, LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (pig Vert: A-J-540,0, G-J-20.0, A-D=-60D, D-H=60,0 Concentrated Loads (lb) Vert: J=-2275.0 i, J C-' J Lfl FFR olftAKA 2:3 M -Mai i rmgjs%olrn EYFARWR Rumig 571343RU-TeRl s Jou 1 1 fuss buss I ype (4y rly li.vr IWA-laildliu,Y4, 53912515 107 MONO TRUSS 1 Job Reference (oDlional) ME NM ff 20 TL20 11 Scale - 1:1 Us TL20= 2x5 TL20 11 N LOADING (psf) SPACING 2-0-0 CS1 DEFIL in (fee) I/defl Ud PLATES GRIP TOLL 20.0 Plates Increase 1 33 TC O.66 Ved(LL) 0.10 A-C >823 240 TL20 245/193 TCDL 10.0 Lumber Increase 1.33 BC 0.80 Vert(TL) -0.26 A-C >309 180 BCLL 0.0 Rep Stress Incr NO we 0,00 Horz(TL) 0,00 C n1a n/a BCDL 10.0 CodeFBC2001rrP12002 Matrix) Weight: 31 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 7-0-0 oc puffins, BOT CHORD 2 X 6 SYP No.2 end verticals. WEBS 2 X 4 SYP No.2 BOT CHORD Rigid coiling directly applied or 8-2-14 oc bracing, REACTIONS (lb/size) A=69910-3-8,C=699/Mechanical Max Harz A=l 14(load case 3) Max UpliftA=- I 46(load case 4), C=-1 67(load case 4) NOTES (5.6) 1) Wind: ASCF-7-98; 110mph; h=15ft; TCDL=6,Opsf; BCDL=6,Opsf; Category 11; Exp B; enclosed;MWFRS gable end zone; cantilever left and right exposed ;end vertical left and right exposed;LUmber DOL=1.60 plate grip DOL=1.33. 2) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection, 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 146 lb uplift at joint A and 167 lb uplift at joint C. 4) Girder carries tie-in span(s): 8-8-8 from 0-0-0 to 7-0-0 5) Truss shall be fabricated per ANSI/TPI 1-95 quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing where indicated and within 4" of interior joints. Bracing Indicated on this sheet is to reduce buckling of individual members only and does not replace erection and permanent bracing required for the overall building design. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the designinformationasitmayrelatetoaspecificbuilding. Any references to job names and locations are for administrative purposes only and are not part of the review orcertificationofthetrussdesigner. 6) L26R: Right end may be attached to 2x6 So.Pine or larger BC of one or more ply girder truss with Simpson LUS26 or eq. Follow Simpson instructions for installation, LOAD CASE(S) Standard 1) Regular: Lumber Increase=1,33, Plate Increase=1.33 Uniform Loads (plo Vert: A-C-1483, A-B=-60.0 i U. 3 AMot MW *MR EMNIXE90MI JUL) 53912515 LH' 2- A Universal Forest Products,fric. HIP in Inc. Sat Jul 12 10:33:05 4-7-11 7-0-0 13-0-0 19-0-0 21-4-5 26-0-0 1-0-0 4-7-11 2-4-5 6-0-0 6-0-0 2-4-5 4-7-11 1-0-0 Scale - 1:45,1 7x8 T1-20= 7x8 TL20= I 5x5 TL20= M L K i 5x5 TL20= UTIMIFAM We M[118H= Us TI-20= 3x4 TL20= 1 - 12 11-0 7-1-12 5-10-4 5-10-4 7-1-12 Plate Offsets LXaJq-.Q-3--2 .0-3-gO- LOADING (pst) SPACING 2-0-0 CS1 DEFL in (Joe) I/defl L/d PLATES GRIP TOLL 20.0 Plates Increase 1.33 TC 0,89 Vort(I-L) 0.29 L >999 240 M1118H 195/188 TCDL 10.0 Lumber Increase 1,33 BC 0.97 Ved(TI-) -0.67 L-M >463 180 TL20 245/193 SCLL 0.0 Rep Stress Iner NO WB 0,38 Horz(TL) 0.20 H n/a n/a BCDL 10.0 CodoFBC2001fTPI2002 (Matrix) Weight: 122 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No,2 TOP CHORD Structural wood sheathing directly applied or 1-11-7 oc purlins. DOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid coiling directly applied or 5-10-7 oc bracing. WEBS 2 X 4 SYP No.3 REACTIONS (lb/size) H=2208/0-3-8, B=2208/0-3-8 Max Harz B=-63(load case 5) Max UpliftH.-531 (load case 5), B=-531 (load case 4) FORCES (lb) - First Load Case Only TOP CHORD A-B.22, B-C=-4699, C-D-4602, D-E=-5328, E-F=-5328, F-G=-4602, G-H=-4699, H-1=22 SOT CHORD B-M=4265, L-M=4274, K-I-=4274, J-K=4274, H-J=4265 WEBS D-M=317, F-J=317, E-L=-819, C-M-8, D-L=1 175, F-L=1 175, G-J=-8 NOTES (10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASC E 7 -98; 11 Omph; h= 1 5ft; TC DL-6.Opsf; B CDL=6,Opst; Category 11; Exio B; enclosed; MW FRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed;Lumber DOL=1 .60 plate grip DOL=1.33. 3) Provide adequate drainage to prevent water pending, 4) All plates are M1120 plates unless otherwise indicated. 5) All plates are 2x3 TL20 unless otherwise indicated, 6) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 531 lb uplift at joint H and 531 lb uplift at joint B. 8) Girder carries hip end with 7-0-0 end setback 9) Special hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 365.Olb down and 258.21b up at 19-0-0, and 385.01b down and 258.21b up at 7-0-0 on top chord. The design/selection of such special connection device(s) is the responsibility of others. 10) Truss shall be fabricated per ANSIITPI 1-95 quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing where indicated and within 4" of interior joints. Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection and permanent bracing required for the overall building design. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or certification of the truss designer. LOAD CASE(S) Standard 1) Regular: Lumber Increase-1,33, Plate Increase-1,33 Uniform Loads (pit) Vert: A-D-60.0, D-F=-130.6, F-I=-60.0, B-H=-43.5 Concentrated Loads (lb) Vert: D-385,0 F=-385.0 1 . I . MAN ON, mlAMIMM 53912515 H2"B" ROOF TRU s.nS9, 1__—L----LJ-0!1 5.100 a May 30 2003 1 Industries, Inc. Sat a 1-0-0 5-9-1 3-2-15 8-0-0 3-2-15 5-9-1 1-0-0 Scale - 1 EM N4 TL20 - Us TL20= Us 1120= 50 TL20= 3x4 TL20= LOADING (psf) SPACING 02O CS' DEFIL in (loc) Udell Ud PLATES GRIP TCLL 20,0 Plates Increase , 33TC 0.45 Vert(LL) -0.09 0-1 >999 240 TL20 2451193 TCDL 10,0 Lumber Increase 1,33 BC 0,49 Vert(TL) -038 G-I >820 180 BCLL 0,0 Rep Stress Incr YES WB 0.09 Horz(TL) 0.08 G n/a n/8 BCDL 10,0 CodeFBC2001ITP12002 (Matrix) Weight: 116 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 4-1-3 oc purlins. BOTCHORD2X4SYPNo.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS2X4SYPNlo.3 WEBS 1 Row at midpt E-K REACTIONS ( lb/sizo) 0-1097/0-3-8, B=1097/0-3-8 Max Herz B--76(load case 5) Max UpliftG-131 (load case 5), B-131 (load case 4) FORCESLoad Case Only TOPCHORD A-B=22,B-C=-2055,C-D=-1816,D-E=-1667,E-F=-1815,F-G--2055,G-H=22 BOTCHORD B-K=1842,J-K=1667,1-J=1667,G-1=1842 WEBS C-K=-225, D-K=304, E-K=O, E-1=304, F-I=-225 I NOTES ( 6) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98; 11 Omph; h=1 5ft; TCDL=6.Opsf; BCDL=6.Opst; Category 11; Exp 6, enclosed;MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed;Lumber DOL-1.60 plate grip DOL=1.33. 3) Provide adequate drainage to prevent water pending, 4) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection, 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 131 lb uplift at joint G and 131 lb uplift at joint B. 6) Truss shall be fabricated per ANSIfTPI 1-95 quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing whereindicatedandwithin4" of interior joints, Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection and permanentbracingrequiredfortheoverallbuildingdesign. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or certificationofthetrussdesigner. MOTO re. N4 W 0., 10 1 "MR J00 I runs i rasa i ype 'y 53912515 [H2ROOF Jet, Reference Universal Forest Prdducts,lnc,, Burlington, NC 27211-5, —Jeff —Kerr---5.1 00 s May 30 2003 MiTek Industries, Inc. Set—J a 6- 10-6 1- 0-0 6-10-6 4-1.10 4-0-0 4-1-10 6-10-6 1-0-0 Scale - 1 5x4 TL20= 50 TL20= D F Us TL20= 3x4 TL20= Us TL20= 11- 0-0 4-0-0 11-0-0 LOADING ( psf) SPACING 2l0-0 CS IDEFL in (fee) I/defl L/d PLATES GRIP TOLL 20 Plates Increase . '33TC0,51 Vert(LL) -0.11 G-1 >999 240 TL20 2451193 TCDL 10:1 0 Lumber Increase 1.33 BC O.54 Vert(TL) -0.69 G-1 >447 180 BCLL 0,0 Rep Stress Incr YES WEB 0.21 Horz(TL) 0.06 G n/a n/a BCDL 10.0 CodeFBC2001/TP12002 (Matrix) Weight: 120 lb J-- LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 3-8-0 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid coiling directly applied or 10-0-0 oc bracing. WEBS 2 X4SYPNo,3 REACTIONS (lb/size) G=1097/0-3-8, B=109710-3-8 Max Herz B=- 90(load case 5) Max Upfift(3- 11 49(load case 5), B--1 49(load case4) FORCES (lb) - First Load Case Only TOPCHORD A-B= 22,B-C=-1990,C-D=-1610,D-E.-1439,E-F=-1609,F-G=-1989,G-H=22 BOTCHORD B-K= 1783,J-K=1437,1-J=1437,G-1=1783 WEBS C-K=- 423, D-K=385, E-K=2, E-1=386, F-1-424 I NOTES (6) 1) Unbalanced roof live loads have been considered for this design, 2) Wind: ASCE 7-98; 1 10mph; h=15ft; TCDL=6,Opsf; BCDL=6.Opsf; Category 11; Exp B: enclosed;MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=11,60 plate grip DOL=1.33, 3) Provide adequate drainage to prevent water pending. 4) This truss requires plate inspection per the Tooth Count Method when this truss Is chosen for quality assurance inspection. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 149 lb uplift at joint 6 and 149 lb uplift at joint B. 6) Truss shall be fabricated per ANSI/TPl 1-95 quality requirements, Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing where indicated and within 4" of interior joints. Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection and permanent bracing required for the overall building design. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or certification of the truss designer. 219292 SAI Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 53912515 Contractor/Job: 2724 EL.B RF Date Req:07/14/2003 Draw No:53912515H2C Jou 53912515 11"2"E" ROOFN699"J 4, 3u 1 1 Job Reference (optional) MHMIME1Mlm in', I a 9-1-10 -_0 6-10-6 4-1-10 4-0-0 4-1-10 6-10-6 1-0-0 Scale - 1 5x4 TL20= 60 TL20= 0 Us T1-20=- 3x4 TL20= 3x8 TL20= 11-0-0 4-0-0 11-0-0 LOADING (Pat) SPACING 2 0 CS1 DEFL in (fee) Vdefl Ud PLATES GRIP TCLL 20.0 Plates Increase ' 0 3 TC O 54 Vart(LL) -0,12 A-J >999 240 TL20 2451193 TCDL 10.0 1.3 -0.70 A-J >438 180LumberIncrease . 3 BC O 56 Ved(TL) BCLL 0.0 Rep Stress Incr YES W 16 0.21 Horz(TL) 0,08 F n/a n/a BCDL 10-0 CodeFBC2001/TP12002 (Matrix) Weight: 118 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 3-7-2 oc purlins. BOT CHORD 2 X 4 SYP No.2 ROT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SYP No.3 REACTIONS (lb/size) A-1027/Mechanical, F=1099/0-3-8 Max HerzA=-96(load case 5) Max UpliftA=-1 01 (load case 4), F=-1 49(load case 5) FORCES (lb) - First Load Case Only TOPCHORD A-B=-2001,B-C=-1617,C-D=-1444,D-E=-1613,E-F=-1993,F-G=22 BOTCHORD A-J=1795,1-J.1441,H-1.1441,F-H.1786 WEBS B-J=-431, C-J=390, D-J=5, D-H=384, E-H=-424 a NOTES (6-7) 1) Unbalanced root live loads have been considered for this design, 2) Wind: ASCE 7-98; 11 Omph: h=1 5ft; TCDL=6,Opsf; BCDL=6,Opsf; Category 11; Exp 6; enclosed;MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.33. 3) Provide adequate drainage to prevent water pending. 4) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 101 lb uplift at joint A and 149 lb uplift at joint F. 6) Truss shall be fabricated per ANSI/TPI 1-95 quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracingwhereindicatedandwithin4" of interior joints. Bracing indicated on this street is to reduce buckling of individual members only and does not replace erection and permanent bracing required for the overall building design. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review orcertificationofthetrussdesigner, 7) H28L: Left end may be attached to 2x8 So.Pine BC of two or more ply girder truss with Simpson HUS28 or eq. Follow Simpson instructions for installation, LOAD CASE(S) Standard C, 5" Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 53912515 Contractor/Job: 2724 EL.B RF Date Req:07/14/2003 Draw No:53912515H2E JUL) 1, uq r'y 53912515 H"2"F'.. ROOF TRUSS 1 d M LJob Reterpri oMignalLc _ 30 2003 MiTek Industries. Inc. Sat Jul 12 10:33:07 6 0- 14-9-3 1-0-0 5-9-1 3-2-15 5-9-3 5-5-11 5-9-3 Scale - 1:431 5x4 TL20 5A TL20= 3x8 TL20= 3x6 TL20= 9-0-0 8-6-0 8-6-0 LOADING (psf) SPACING 2 O 1 CSI TCLL 20O Plates Increase TC 0,43 TCDL 10.0 Lumber Increase 1,33 BC 0.48 8CLL 00 Rep Stress Incr YES WI3 035 BCDL I 00 CodeFBC2001fTPl Matrix) REACTIONS (lb/size) H.1027/Mechanical, 6.1099/0-3-8 Max Herz B.1 61 (load case 3) Max UpliftH=-169(load case 3), 8-134(load case 2) DEFL in (loc) I/defl Ud Vert(LL) -008 B-K >999 240 Vert(TL) -0,34 B-K >903 180 Horz(TL) 0,07 H n/a n/a PLATES GRIP TL20 245/193 Weight: 129 lb BRACING TOP CHORD Structural wood sheathing directly applied or 4-1-4 oc purlins, e: end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt F-H FORCES (lb) - First Load Case Only TOPCHORD A-B=22,B-C-2073,C-D=-1801,D-E=-1641,E-F=-1533,F-G=-60,G-H=-164 BOTCHORD B-K.1861,J-K=1736,1-J=1736,H-1=1213 WEBS C-K=-284, D-K=414, E-K=-1 15, E-I=-348, F-1=547, F-H=-1 392 NOTES (6-7) 1) Wind: ASCE 7-98; 1 10mph; h=15ft; TCDL=6,Opsf; BCDL=6.Opsf; Category 11; Exp B; enclosed;MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.33. 2) Provide adequate drainage to prevent water pending, 3) All plates are 3x4 TL20 unless otherwise indicated. 4) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 169 lb uplift at joint H and 134 lb uplift at joint B. 6) Truss shall be fabricated per ANSI/TP] 1-95 quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing where indicated and within 4" of interior joints. Bracing indicated on this shoot is to reduce buckling of individual members only and does not replace erection and permanent bracing required for the overall building design. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or certification of the truss designer. 7) H28R: Right end may be attached to 2x8 So.Pine BC of two or more ply girder truss with Simpson HUS28 or eq. Follow Simpson instructions for installation. LOAD CASE(S) Standard 0 1 * 9 1 111 * 0 v a # 0 V 0 A14MIT-M iUW 53912515 crust/ e MONO HIP 0'e, " . .. ...... Jt"og- NC Referenceel Forest Products,lnc., Burlington, 27215, Jeff Kerr 100 a May 30 2003 MiTek Industries, Inc, Sat Jul 12 10:33:07 2003 Peg 0---0:9__ 4-7,11 26-0-0 1-0-0 4-7-11 2-4-5 19-0-0 Scale 1 5x6 TL20 3x6TL20= 5x6TL20= D F- F Ci H Us TL20- M L K J I 30 TL20= 3x1 0 M1118H- 5x6 TL20= 1 3-4-9 4-7-11 2-6-1 6-2-13 6-4-10 LOADING (psf) SPACING 2-0-0 CS1 DEFIL in (loc) I/defi Ud PLATES GRIPTOLL20,0 Plates Increase 1.33 TC 0.89 Vert(LL) 0.28 L >999 240 M1118H 195/188TCDL10.0 Lumber Increase 1.33 BC 0.89 Vert(TL) -0B5 J-L >477 180 TL20 245/193SCLL0,0 Rep Stress Iner NO WB 0.78 Horz(TL) 0.15 1 n/a n/aBCDL10.0 CodeFBC2001/TP12002 (Matrix) Weight: 129 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 2-1-8 oc purlins, SOT CHORD 2 X 4 SYP No. 1 'Except* end vorticals. B2 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 5-5-10 oc bracing. WEBS 2 X 4 SYP No.2 *Except" W3 2 X 4 SYP No.3 41EACTIONS (lb/size) B=2172/0-3-8,1.2275/Mochanica-, Max Herz 8=128(load case 3) Max Uplift8=-509 (load case 4), I=-621 (load case 2) FORCES (lb) - First Load Case Only TOP CHORD A-8=22, B-C=-4607, C-D-4523, D-E=-4232, E-F=-5183, F-G-5183, G-H=-3819, H-]=-2125 BOT CHORD B-M.4180,L-M=5183,K-L=3819,J-K=3819,]-J=183 WEBS D-M=757, C-M=17, E-M-1054, E-L=-387, G-L=1510, G-J=-1468, H-J-4025 NOTES (9-10) 1) Wind: ASC E 7-98; 11 Omph; h= 15ft; TCOL-6.Opsf; BCDL=6.Opsf; Category 11; Exp B; enclosed; MW FRS gable end zone; cantilever left and right exposed end vertical left and right exposed;Lumber 0OL=1 .60 plate grip DOL=1.33. 2) Provide adequate drainage to prevent water pending, 3) All plates are M1120 plates unless otherwise indicated, 4) All plates are 3x4 TL20 unless otherwise indicated. 5) This truss requires plate Inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection, 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 509 lb uplift at joint 8 and 621 lb uplift at joint 1. 7) Girder carries hip end with 7-0-0 end setback 8) Special hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 385,01b down and 258,21b up at 7-0-0 on top chord. Thedesign/selection of such special connection device(s) is the responsibility of others, 9) Truss shall be fabricated per ANSVTPI 1-95 quality requirements, Plates shall be of size and type shown and centered at jointsunlessotherwisenoted. Provide bracing where indicated and within 4" of interior joints, Bracing indicated on this sheet is to reducebucklingofindividualmembersonlyanddoesnotreplaceerectionandpermanentbracingrequiredfortheoverallbuildingdesign. Building Designer shall verity all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of thedesigninformationasitmayrelatetoaspecificbuilding. Any references to job names and locations are for administrative purposesonlyandarenotpartoftherevieworcertificationofthetrussdesigner. 10) H28R: Right end may be attached to 2x8 So.Pine BC of two or more ply girder truss with Simpson HUS28 or eq. Follow Simpsoninstructionsforinstallation, LOAD CASE(S) Standard 1) Regular: Lumber Increase-1 .33, Plate Increase=1.33 Uniform Loads (pit) Vert: 8-1-43.5, A-D-60.0, D-H--130,6 ...... Concentrated Loads (lb) Vert: D=-385.0 L. i ;z' MQUiNVUBM 53912515 H3-A W 1-0-0 4-6-5 2-5-11 5-8-8 2-5-11 4-6-5 1-0-0 Scale - 1 W TL20= 5x5 TL20= I 5x6 TL20= 5x5 TL20 - 5x4 TL20= 5x8 TL20= 7-1-12 6-8-8 12-6612 7-1-12 1-6-12 3-10-4 7-1-12 Plate Offsets Yy_[B-0-3-9 0-2-1 ?GX 3-9,(-9-L2LIdp0-5-4_,--J4g_ _ L- - - — LOADING (psf) SPACING 2-0-0 CSI DEFIL in (loc) Vdef] L/d PLATES GRIP TOLL 20,0 Plates Increase 1.33 TC 0.70 Vort(LL) -0.14 I-J >999 240 TL20 245/193 TCDL 10.0 Lumber Increase 1.33 BC OB5 Vert(TL) -0,35 W >663 180 BOLL 0,0 Rep Stress Incr NO WB 0.23 Horz(TL) 0,07 G n/a n/a BCDL 10.0 Codef'BC2001/TP12002 (Matrix) Weight: 105 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 2-7-15 oc purlins. BOT CHORD 2 X 6 SYP No.2 ROT CHORD Rigid coiling directly applied or 9-9-7 oc bracing. WEBS 2 X 4 SYP No,3 REACTIONS (lb/size) B=1626/0-3-6,G=1705/0-3-8 Max Harz 13-64(load case 5) Max UpliftB=-313(load case 4), G=-333(load case 5) FORCES (lb) - First Load Case Only TOP CHORD A-6.26, B-C-361 1, C-D=-3496, D-K--3417, E-K=-3417, E-F=-3662, F-G-3772, G-H=26 BOT CHORD B-J=3268,J-L=3281,[-L=3281,G-1.3417 WEBS D-J=768, E-1=374, C-J=-30, D-1=153, F-I=-22 2) Wind: ASCE 7-98; 110mph; h=15ft;TC L= Opsf; BCDL=6,Opsf; Category 11; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed; end vertical left and right exposed;Lumber DOL=1 ,60 plate grip DOL=1.33, 3) Provide adequate drainage to prevent water pending. 4) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 313 lb uplift at joint B and 333 lb uplift at joint G. 6) Special hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 385.01b, down and 98.71b up at 12-8-8 on top chord, and 700.Olb down and 179.4115 up at 8-8-8 on bottom chord. The design/selection of such special connection device(s) is the responsibility of others, 7) Truss shall be fabricated per ANSI/TPI 1-95 quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing where indicated and within 4" of interior joints. Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection and permanent bracing required for the overall building design. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or certification of the truss designer. LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.33, Plate Increase-1.33 Uniform Loads plo Vert: A-D-60.0, D-K=-60.0, E-K=-165.0, E-H=-60.0, B-L=-20.0, I-L=-55.0, G-1=-20,0 Concentrated Loads (lb) Vert: E=-385.0 L=-700.0 M ci 011-1 1 M 0 0 AM# FFM MIC13 &I 53912515 H3B ROOF L—L Aob- Reference Universal Forest Products,inc., Burlington, NC 27215, Jeff Kerr 5.100 s May 30 2003 MiTek Industries, Inc. Sat J 1-0-0 5-9-1 3-2-15 1-8-8 3-2-15 5-9-1 U4 T1-20' W TL20= D E 8 1-0-0 Scale ® 1 3x5 TL20- 11 1 1 30 TL20= 3x6 TL20- 30 TL20= 3x4 TL20= 19 9 0 1 19-8-8 9-0-0 1-8-8 9-0-0 LOADING (psf) SPACING 2-0-0 CS1 DEFIL in loc) I/detl Ud PLATES GRIP TOLL 20.0 Plates Increase 1.33 TC 0.29 Vart(LL) -0.07 B-K >999 240 TL20 245/193 TCDL 10,0 Lumber Increase 1,33 BC 0.41 Vert(TL) -031 B-K >753 1180 BOLL 0,0 Rep Stress Incr YES WB 012 Horz(TL) 0,04 G n/a n/a BCDL 10,0 CodeFBC20011TPI2002 Matrix) Weight: 87 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No-2 TOP CHORD Structural wood sheathing directly applied or 4-11-8 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SYP No.3 REACTIONS (lb/size) B=845/0-3-8,G=84510-3-8 Max Harz B=-76(load case 5) Max UplittB=-130(load case 4), G=-130(load case 5) FORCES (lb) - First Load Case Only TOP CHORD A-B=22, B-C=-1448, C-D=-1144, D-E=-1017, E-F=-1144, F-G=-1448, G-H=22 BOT CHORD B-K=1289,J-K-1017,1-J=1017,G-1=1289 WEBS C-K=-342, D-K=307, E-1=307, F-I=-342 NOTES (6) 1) Unbalanced roof live loads have been considered for this design, 2) Wind: ASCE 7-98; 1 10mph; h=1 5ft; TCDL=6.Opsf; BCDL=6.Opsf; Category 11; Exp B; enclosed;MWFRS gable end zone; cantilever left and right exposed end vertical left and right exposed;Lumber DOL-1.60 plate grip DOL=1 .33. 3) Provide adequate drainage to prevent water pending, 4) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 130 lb uplift at joint 6 and 130 lb uplift at joint G. 6) Truss shall be fabricated per ANSI/TPI 1-95 quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted, Provide bracing where indicated and within 4" of interior joints. Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection and permanent bracing required for the overall building design. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design information as it may relate to a specific building, Any references to job names and locations are for administrative purposes only and are not part of the review orcertificationofthetrussdesigner, LOAD CASE(S) Standard wm=q, '111' i 1111 11'' I'llill,ill,ll'lli51111111i1111 1 1 mmmm -in IRM I 'U" llu. I YPV wky 1-iy 53912515 TIA COMMON 4 I orsal t,orest Froducts,inc., burlington, NG 27215, Jeff Kerr 5,100 s May 30 2003 MiTek Industries, Inc. Sat Jul 12 10:33:11 2003 Page 13-2-1 20-8-0 21-8-0 1-0-0 7-5-15 2-10-1 2-10-1 7-5-15 1-0-0 Scale . 1:: 5x4 T1-20= N 3x5 TL20 - I 3x5 TL20 W TL20= 3x6 TL20= 20-8-0 10-4-0 10-4-0 LOADING (psf) SPACING 2-0-0 CS1 DEFIL in (fee) I/defl L/d PLATES GRIPTOLL20.0 Plates Increase 1.33 TC 0.43 Vert(LL) ODD B-1 >999 240 TL20 245/193TCDL10.0 Lumber Increase 1.33 BC 0,63 Vert(TL) -039 F-I >614 180 BCLL 0.0 Rep Stress Incr YES WI3 0.25 Horz(TL) 0,04 F n/a n/a BCDL 10.0 CodeFBC2001/TPI2002 (Matrix) Weight: 85 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No,2 TOP CHORD Structural wood sheathing directly applied or 4-9-6 oc purlins. BOT CHORD 2 X 4 SYP No,2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SYP No.3 REACTIONS (lb/size) F=880/0-8-0, B=880/0-8-0 Max Herz B=85(load case 4) Max LJpliftF=-146(load case 5), B=-146(load case 4) FORCES (lb) - First Load Case Only TOPCHORD A-6=22,B-C=-1412,C-D=-1106,D-E=-1106,E-F--1412,F-G=22 BOTCHORD B-1=1223,H-1-1223,F-H=1223 WEBS C-1-391, D-1=820, E-I=-391 NOTES (5) 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-98; 1 10mph; h=15111; TCDL=6,Opsf; BCDL=6.Opsf; Category 11; Exp B; enclosed;MWFRS gable end zone; cantilever left and right exposed ; end vertical leftandrightexposed;Lumber DOL-1.60 plate grip DOL-1.33. 3) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection, 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 146 In uplift at joint F and 146 lb uplift at joint B, 5) Truss shall be fabricated per ANSI/TPI 1-95 quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracingwhereindicatedandwithin4" of interior joints. Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection andpermanentbracingrequiredfortheoverallbuildingdesign, Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review orcertificationofthetrussdesigner. 7- j, oil- 0 0 0 FIF511Y.NoTar P7112,04; Jot) 1 1 russ i russ i ypu 53912515 T1GE COMMON Universal Forest Products,inc., Burlington, NO 27215, Jeff tier 1-0-0 10-4-0 3XD I LZJ = Lob Refe nce 9 5.100 a May 30 2003 MiTek Industries, Inc. Sat J 20-8-0 10-4-0 34 TL20= Us TL20T 1-0-0 Scale - 1:36, LOADING (pat) SPACING 9 2 O .30 -S' D6FL in (loc) I/defl L/d PLATES GRIPr TOLL 21 Plates Increase TO 0.06 Vert(LL) n/a - n/a 99 TL20 245/193 1 0 1 TODL 0 Lumber Increase 1,33 B Vert(TL) 0= Q >999 1801 '3 Rep Stress Iner YES V' BCLL 0 0 I /EB 0.02 Horz(TL) 0,00 P n/a n/a BCDL 10.0 CodeFBC2001/TP12002 (Matrix) Weight: 111 In LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2 X 4 SYP No,2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2 X 4 SYP No.3 REACTIONS (lb/size) P-175/20-8-0,B=175/20-8-0,Y=103/20-8-0,Z--106/20-8-0,AA=104/20-8-0,AB=118/20-8-0,AC=57/20-8-0,AD=223/20-8-0,X=99/20-8-0, V=104/20-8-0,U=105/20-8-0,T=117/20-8-0,S=57/20-8-0,R=223/20-8-0 Max Herz 6=1 17(load case 4) Max UpliftP=-44 (load case 5), B-36(load case 4), Z-32(load case 4), AA=-27(load case 4), AB=-28(load case 4), AC=-22(load case 4), AD=-45(load case 4), V=-35(load case 5), U=-27(load case 5), T=-28(load case 5), 5=-22(load case 5), R=-44(load case 5) Max GravP=175(load case 1), B=175(load case 1), Y=103(load case 1), Z=109(load case 6), AA=104(load case 1), AB=1 18(load case 6), AC=57(load case 6), AD=223(load case 6), X=99(load case 1), V=106(load case 7), U=105(load case 1), T=1 17(load case 7), 5=57(load case 7), R=223(load case 7) FORCES (lb) - First Load Case Only TOP CHORD A-13=21, B-C-26, C-D=-35, D-E=-23, E-F=-25, F-G=-25, G-H=-25, H-[=-23, I-J=-23, J-K-25, K-L-25, L-M=-25, M-N-23, N-O=-35, O-P=-44, P-Q=21 BOT CHORD B-AD-0, WEBS H-Y-76, G-Z--81, F-AA-79, E-AB-86, D-AC=-46, C-AD=-158, J-X-76, K-V=-81, L-U-79, M-T=-86, N-S=-48, O-R=-158 NOTES (9) 1) Unbalanced root live loads have been considered for this design, 2) Wind: ASCE 7-98; 11 Omph; h=1 5ft; TCDL.6.Opsf; BCDL=6,Opsf; Category 11; Exp B; enclosed;MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.33. 3) Truss designed for wind loads in the plane of the truss only, 4) All plates are 2x3 TL20 unless otherwise indicated. 5) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 6) Gable requires continuous bottom chord bearing. 7) Gable studs spaced at 1-4-0 oc. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 44 lb uplift at joint P, 36 lb uplift at joint B, 32 lb uplift at joint Z, 27 lb uplift at joint AA, 28 lb uplift at joint AB, 22 lb uplift at joint AC, 45 lb uplift at joint AD, 35 lb uplift at joint V, 27 lb uplift at joint U, 28 lb uplift at joint T, 22 lb uplift at joint S and 44 lb uplift at joint R. 9) Truss shall be fabricated per ANSI/TPI 1-95 quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing where indicated and within 4" of interior joints. Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection and permanent bracing required for the overall building design, Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or certification of the truss designer. i""w 411Me, rFMr0TVil1M-;1FArAA2:1M*-A SM, Job I I runs I I russ I ype ury t'ly L--I--- —LJalb —FtoLer—enc—aLopflon 5100 a May 30 2003 M iTek Industries, 12 10:33:09 2003 Pagel 1-6-8 5-6-6 4-1-11 5-8-6 9-10-1 5-8-6 4-1-11 LOADING (psf) SPACING 2-0-0 CS1 DEFL in (loc) I/deft Ud PLATES GRIP TOLL 20.0 Plates Increase 1.33 TC 0.35 Ved(LL) 0D2 F-0 >999 240 TL20 245/193 TCDL 10.0 Lumber Increase 1.33 BC 0.37 Vorl(TL) 0D3 A >649 180 BOLL 0,0 Rep Stress Incr NO W6 0,25 Horz(TL) 0.01 E n/a n/a BCDL 10.0 CodeFBC2001/TP12002 (Matrix) Weight: 40 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No,2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SYP No.3 REACTIONS (lb/size) B=437/0-11-5, E=401 /Mechanical, D=222/Mechanical Max Harz B=165(load case 2) Max UpliftB.-93(load case 2), E-35(load case 2), D—1 32(load case 2) r'#'RCElilS (lb) - First Load Case OnlyTOPCHORDA-H=20, B-H=20, B-C-837, C-D=46 BOT CHORD B-G=776, F-G=776, E-F=O WEBS C-G=167, C-F=-851 NOTES (4) 1)Wind: ASCE7-98; 110mph; h=15ft;TCDL=6.Opsf; BCDL=6,0psf; Category 11; Exp 6; enclosed;MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed;Lumber DOL=l .60 plate grip DOL=1,31 2) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 93 lb uplift at joint B, 35 lb uplift at joint E and 132 lb uplift at joint D. 4) Truss shall be fabricated per ANSI/TPI 1-95 quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracingwhereindicatedandwithin4" of interior joints. Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection and permanent bracing required for the overall building design. Building Designer shall verify, all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review orcertificationofthetrussdesigner, LOAD CASE(S) Standard 1) 12egular: Lumber lncrease=l .33, Plate Increasa.1, Uniform Loads (plQ Vert: A-H-60.0 Trapezoidal Loads (pit) Vert: B=-17-to-E-49,5, H=0.0-to-D=-148.1 ay f A rt NJ- 41 AMOTF-M no 53912515 MV2 5, Jeff Kerr 5,100S I 1-11-6 1-11-6 Scale - 1:5.1 LOADING (Pat) SPACING 2 O CS' DEFIL in (too) I/defl Ltd PLATES GRIP TOLL 20,0 Plates Increase 30 TC OV Vert(LI-) n/a n/a 999 TL20 245/193 TCDL 10,0 Lumber Increase 1,33 BC ODO Vert(TL) n/a n/a 999 BOLL 0,0 Rep Stress Incr YES WB 0,00 Horz(TL) 0,00 C n/a n/a BCDL 110,0 CodeFBC2001fTPI2002 (Matrix) Weaht* 5 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No,2 TOP CHORD Structural wood sheathing directly applied or 1-11-6 oc purlins, BOT CHORD 2 X 4 SYP No.2 except end verticals. WEBS 2 X 4 SYP No,3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing - REACTIONS (lb/size) A-33/1-11-6, C=33/1-11-6 Max Harz A=1 9(load case 3) Max UpliftA.-3(load case 4), C=-8(load case 4) NOTES (5) 1)Wmd: ASCE7-98; 110rnph; h=15ft;TCDL=6.Opsf; BCDL=6.Opsf; Category 11; Exp B; enclosed; MW F RS gable end zone; cantilever left and right exposed ; end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL-1.31 2) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection, 3) Gable requires continuous bottom chord bearing. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 3 lb uplift at joint A and 8 Ile uplift at joint C. 5) Truss shall be fabricated per ANSVTPI 1-95 quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing where indicated and within 4" of interior joints. Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection and permanent bracing required for the overall building design. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or certification of the truss designer. 5 AM177mrono Iiftml WAIIIIIIINMORTMIZIUR41491 WAWA 53912515 M'' V-4' R00'F'T'RUSS' MW S may JV -UVJ MI I eK moustnes, me. 2x3 TL20 11 N 3-111-6 2,X3-TL20Jl 3-11-6 LOADING (psf) SPACING 2-0-0 CS1 DEFL in (loc) I/clefl Ud PLATES GRIP TOLL Plates Increase 1.33 TC OA3 Vert(I-L) n/a n/a 999 TL20 245/193 TCDL 10.0 Lumber Increase 1.33 BC 0.04 Vert(Tt-) n/a n/a 999 BOLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) om C n/a n/a BCDL 10,0 CodeFBC2001/TPI2002 (Matrix) Weight: 13 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 3-11-6 oc purlins, BOT CHORD 2 X 4 SYP No-2 except end verticals. WEBS 2 X 4 SYP No,3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) A-12513-11-6,C=125/3-11-6 Max Herz A-53(load case 3) Max UpliftA=-17(load case 4), C=-26(load case 4) NOTES (5) 1)Wind: ASCE7-98; 110mph; h=15ft;TCDL=6.0psf; BCDL=6,Opsf; Category II; Exp B; enclosed MW FRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed;Lumber DQL=1.60 plate grip DOL=1.33. 2) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection, 3) Gable requires continuous bottom chord bearing. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 17 lb uplift at joint A and 26 lb uplift at joint C. 5) Truss shall be fabricated per ANSVTPl 1-95 quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing where indicated and within 4" of interior joints. Bracing indicated on this shoot is to reduce buckling of individual members only and does not replace erection and permanent bracing required for the overall building design, Building Designer shall verity all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review orcertificationofthetrussdesigner, LOAD CASE(S) Standard 5 ro- 02-1 4us1 nun ups yp y "y 53912515 b Referenced &naA Universal Forest Products,lnc., Burlington, NC 27215-,—Jeff -Kerr -- 5.100 a May 30 2003 MiTek Industries, Inc. Sat Jul 12 10:33:10 2003 1 I 5-11-6 20 TL20 11 Scale . 1:1 B 30 TL20-- 2x3 TL20 11 5.11-6 LOADING (psf) SPACING 2-0-0 CS] DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20,0 Plates Increase 1,33 TC 0.34 Vert(LL) n/a n/a 999 TL20 245/193TCDL10.0 Lumber Increase 1.33 BC 0.12 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0,00 C n/a n/a BCDL 10.0 CodeFBC2001/TP12002 (Matrix) Weight: 20 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 5-11-6 oc purlins, BOT CHORD 2 X 4 SYP No,2 except end verticals. WEBS 2 X 4 SYP No,3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, REACTIONS (lb/size) A=205/5-11-6, C=205/5-11-6 Max Herz A=86(load case 3) Max UpliftA=-27(load case 4), C=-43(load case 4) gau N % I NOTES (5) 1) Wind: ASCE 7-98; 1 10mph; h=15ft; TCDL=6,0psf; BCDL=6.0psf; Category 11; Exp B; enclosed;MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed'Lumber DOL-1.60 plate grip DOL=1.33. 2) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 3) Gable requires continuous bottom chord bearing. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 27 lb uplift at joint A and 43 lb uplift at joint C. 5) Truss shall be fabricated per ANSI/TPI 1-95 quality requirements. Plates shall be of size and type shown and centered at Orris unless otherwise noted. Provide bracingwhereindicatedandwithin4" of interior joints. Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection and permanent bracing required for the overall building design, Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the designinformationasitmayrelatetoaspecificbuilding. Any references to job names and locations are for administrative purposes only and are not part of the review orcertificationofthetrussdesigner. IT, a "al V , F LOMI M W"'2 9 M :VV Jou i i runs I i runs type 53912515 MV8 ROOF NIM UAY t1ly IM 1- 10, 1 Inc. Sat Jul 12 10:33:10 I 3x4 TM 7-11-6 7-11.6 WEIR Scale. 1:15.! LOADING (psf) SPACING 2f0 1 CS' DEFL In loc) Well Ud PLATES GRIP TCILL l.. 20.0 Plates Increase 3 TC 0,17 Vert(LL) n/a n/a 999 TL20 245/193 TCDL 10.0 Lumber Increase 133 BC O.06 Ved(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0,04 Horz(TL) 0,00 D n/a n/a BCDL 10.0 CodoFB02001/TP12002 Matrix) Weight: 29 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2 X 4 SYP No.2 end verticals. WEBS 2 X 4 SYP No.3 130T CHORD Rigid coiling directly applied or 10-0-0 oc bracing. OTHERS 2 X 4 SYP No.3 REACTIONS (III A=9117-11-6, D=121/7-11-6, E=35817-11-6 Max Herz A=120(load case 3) Max UpliftD=- 1 8(load case 4), E=-91 (load case 4) FORCES (III - First Load Case Only TOP CHORD A-B-49, B-C=26, C-D--91 BOT CHORD A-E=O, D-E.0 WEBS B-E--268 NOTES (6) 1)Wind: ASCE7-98; 110mph; h=15ft;TCDL=6.Opsf; BCDL=6,Opsf; Category ll; Exp 6; enclosed;MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed;Lumber DOL=1 .60 plate grip DOL=1,31 2) All plates are 2x3 TL20 unless otherwise indicated. 3) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 4) Gable requires continuous bottom chord bearing, 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 18 lb uplift at joint D and 91 lb uplift at joint E. 6) Truss shall be fabricated per ANSI/TP1 1-95 quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracingwhereindicatedandwithin4' of interior joints. Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection and permanent bracing required for the overall building design. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review orcertificationofthetrussdesigner, 11!129M IN J Uu 53912515 T'17 COMMON s May 30 2003 MiTek Industries, Inc. I 7-5-15 10-4-0 13-2-1 20-7-0 1-0-0 7-5-15 2-10-1 2-10-1 7-4-15 Scale - 1 5x4 TL20= III 3x5 TL20= U 30 TL20- 30 TL20= 30 TL20= 10-4-0 1 20-7-0 10-4-0 10-3-0 LOADING (psf) SPACING 2-0-0 CS1 DEFL in (too) I/def] Ud PLATES GRIP TOLL 20.0 Plates Increase 133 TC 0.47 Vert(LL) -0.10 F-H >999 240 TL20 245/193 TCDL 10.0 Lumber Increase 1.33 BC O.65 Vert(TL) -0.44 F-H >551 180 BOLL 0.0 Rep Stress Incr YES WB 025 Horz(TL) 0.04 F n/a n/a BCDL 10.0 CodeFBC2001rrPI2002 (Matrix) Weight: 84 lb BRACING TOP CHORD Structural wood sheathing directly applied or 4-8-4 oc, purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) F-802/0-3-6, B=887/0-8-0 Max Herz B=91 (load case 4) Max UpliftF.-90(load case 5), B=-1 46(load case 4) FORCES (lb) - First Load Case Only TOPCHORD A-8=22,B-C=-1431,C-D=-1125,D-E=-1127,E-F=-1426 BOTCHORD B-H=1240,G-H=1256,F-G=1256 WEBS C-H=-392, D-H=843, E-H=-416 NOTES (5) 1) Unbalanced roof live loads have been considered for this design, 2) Wind: ASCE 7-98; 11 Omph; h=15ft; TCDL=6.Opsf; BCDL=6,Opsf; Category 11; Exp B; enclosed;MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL 1,33. 3) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 90 lb uplift at joint F and 146 lb uplift at joint B. 5) Truss shall be fabricated per ANSI/TPl 1-95 quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing where indicated and within 4" of interior joints. Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection and permanent bracing required for the overall building design, Building Designer shall verity all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or certification of the truss designer. Sf It LOTOMMMMM Job 1 Truss 53912515 1 T21) Truss'I:ype Uly F'ly -urranowe i i - i e-ok,entex ROOF TRUSS 4 i Kamm I 91 0 Q-- 1-0-0 6-9-14 6-2-2 6-2-2 6-9-14 1-0-0 Scale - 1:45,1 5x4 TL20= U4 TL20= Us TL20= 3x4 TL20= 0- 1 26-0-0 I _0 8-10-10 LOADING (pst) SPACING 2-0-0 CS1 DEFL in (loc) i/defl L/d PLATES GRIP TOLL 20.O Plates Increase 1.33 TO 0.32 Vert(LL) -0.09 F-H >999 240 TL20 245/193 TCDL 10.0 Lumber Increase 1.33 BC 0.53 Vert(TL) -0.36 B-J >850 180 BOLL 0,0 Rep Stress Incr YES WB 019 Horz(TL) 0.07 F n/a n/a BCDL 10.0 CodeFBC2001fTPI2002 (Matrix) Weight: 114 lb 001V INTA ,Arkam Will 3EACTIONS (lb/size) B-1097/0-3-8, F=109710-3-8 Max Herz B.-I03(load case 5) Max UpliftB.-I 64(load case 4), F-1 64(load case 5) FORCES (lb) - First Load Case Only TOPCHORD A-B-22,B-C=-2057,C-D=-1808,D-E=-1808,E-F=-2057,F-G= BOTCHORD B-J=1827,1-J=1232,H-1=1232,F-H=1827 WEBS C-J=-377, D-J=610, D-H=610, E-H=-377 I BRACING TOP CHORD Structural wood sheathing directly applied or 4-0-3 oc purlins, ROT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES (5) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7.98; 11 Omph; h=1 5ft; TCDL-6,Opsf; BCDL.6.Opsf; Category 11; Exp B; enclosed;MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.33, 3) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 4) Provide mechanical connection (by others) of truss to hearing plate capable of withstanding 164 lb uplift at joint 6 and 164 lb uplift at joint F. 5) Truss shall be fabricated per ANSI/TPI 1-95 quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing where indicated and within 4" of interior joints. Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection and permanent bracing required for the overall building design, Building Designer shall verity all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or certification of the truss designer, 15n V) 4V1 0 1 0 •4 L41TOTIMETA Oftm-4m.3101i MIR11007#71YA 1PAIDICROIRMNAI&M-04 Jou i I russ i russ i ype my rly 53912515 1 T2E 1`100"r"4 Lob Reference '(opfiono_ 30 2003 MiTek Industries, Inc. Sat Jul 12 10:33:13 2003 6-9-14 26-0-0 27-O-Q 6-9-14 6-2-2 6-2-2 6-9-14 1-0-0 Scale ® 1:44 5x4 TL20= 30 1 L20= I H G 30 TL20. 3x4 TL20= 3x6 TL20= 3x4 TL20= 8-10-10 17-1-6 26-0-0 8-10-10 8-2-13 6-10-10 LOADING (psf) SPACING 2-0-0 CS1 DEFL in (loc) I/def] Ud PLATES GRIP TOLL 20.0 Plates Increase 1,33 TC 0,34 Vert(LL) -0.10 A -I >999 240 TL20 245/193 TOOL 110.0 Lumber Increase 1.33 BC 0.55 Vert(TL) -0.38 A-1 >817 180 SCLL 0.0 Rep Stress Incr YES WI3 0.19 Horz(TI-) 0.08 E n/a n/a BCDL 10.0 CodeFBC2001/TPI2002 (Matrix) Weight: 112 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 3-11.15 oc purlins, BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SYP No.3 REACTIONS (lb/size) A=1027/Mechanical, E-1099/0-3-8 Max Harz A=-1 09(load case 5) Max UplifiA=1 16(load case 4), E=-1 64(load case 5) FORCES (lb) - First Load Case Only TOPCHORD A-B=-205318-C=-1819,C-D=-1812,D-E=-2061,E-F=22 BOTCHORD A-1-1840,H-1=1235,G-H=1235,E-G=1831 WEBS B-1-382, C-1=619, C-G=609, D-G=-378 NOTES (5-6) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98; 1 10mph; h=1Sit; TCDL=6.Opsf; BCDL=6.0psf; Category 11; Exp 13; enclosed;MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed;Lumber DOL.1,60 plate grip DOL=1 .33. 3) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 116 lb uplift at joint A and 164 lb uplift at joint E. 5) Truss shall be fabricated per ANSIITPI 1-95 quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing where indicated and within 4" of interior joints. Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection and permanent bracing required for the overall building design. Building Designer shall verity all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or certification of the truss designer. 6) H28L: Left end may be attached to 2x8 So.Pine BC of two or more ply girder truss with Simpson HUS26 or eq. Follow Simpson instructions for installation. I I AMOUFM 000 1 1 -1.. yv 1-1 . 11 -1 - - - 53912515 T3C ROOF TRUSEMMM"1 wm 19-8-8 0-9-11 6-8-13 3-1-7 3-1-7 6-6-13 1-0-0 Scale - 1:3 30 TL20 = 1 3x5 TL20= 9- 1 0_4 9-10-4 LOADING (pst) SPACING 2-0-0 C81 DEFL in (too) Vdeft L/d PLATES GRIP TCLL Plates Increase 1.33 TC 037 Ved(LL) -0.07 B-H >999 240 TL20 245/193 1,3TCDL1000LumberIncrease13 BC 0.60 Vert(TL) -0.35 B-H >663 180I BCLL 0,0 Plates Stress Incr YES WE6 0,22 Horz(TL) 0.04 F n1a n/a M002BCDL10.0 CodeFBC200lfTP12 _[ (Matrix) Weight; 82 In LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 4-10-11 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SYP No.3 REACTIONS (lb/size) 8=833/0-3-8, F=846/0-3-8 Max Herz B=-83(load case 5) Max UpliftB=-127(ioad case 4), F=-136(load case 5) FORCES (lb) - First Load Case Only TOPCHORD A-B=17,B-C=-1403,C-D=-1096,D-E.-1096,E-F.-1402,F-G=22 BOTCHORD B-H.1242,F-H=1240 WEBS C-H-382, D-H=738, E-H--379 NOTES (5) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98; 11 Omph; h=15ft; TCDL.6,Opsf; BCDL=6.Opsf; Category 11; Exp B; enclosed;MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.33. 3) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 127 In uplift at joint B and 136 lb uplift at joint F. 5) Truss shall be fabricated per ANSi/TPl 1-95 quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing where indicated and within 4" of interior joints. Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection and permanent bracing required for the overall building design. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or certification of the truss designer. 71 U1 J AM rem n# 4W M &1 2: 4 -M'0102V M 000 use 53912515 T',tB IIU6 typo "'y ly ROOF TRUSS J,, 4 smz I 0-9-11 4-4-4 4-4-4 U4 TL20= 3M LOADING (psf) SPACING 2-0-0 20,0 Plates Increase 1.33DLTCLLTC10.0 Lumber Increase 1.33 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 CodeFBC20OI/TP12002 5x4 TL20= 3x4 TL20 '= 4.4-4 CSI DEFIL in (loc) I/defl Ud PLATES GRIP TC 0.24 Vert(LL) -0.01 E >999 240 TL20 245/193 BC 0,12 Vert(TL) 0.04 A >302 160 WB 0.03 Horz(TL) 0.01 D n/a n/a Matrix) Weight: 31 lb BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. SOT CHORD Rigid coiling directly applied or 10-0-0 oc bracing, REACTIONS (lb/size) D=333/Mochanical, B=397/0-3-8 Max Herz B=46(load case 4) Max UpliftD=-37 (load case 5), B=-79(load case 4) FORCES (lb) - First Load Case Only TOP CHORD A-B=17, B-C--484, C-D=-471 SOT CHORD B-E=394, D-E=394 WEBS C-E=100 NOTES (5-6) 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-98; 1 10mph; h=15ft; TCDL.6.0psf; BCDL=6.0psf; Category 11; Exp B; enclosed;MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed;Lumbor DOL=11,60 plate grip DOL=1 33. 3) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection, 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 37 Ito uplift at joint D and 79 lb uplift at joint B. 5) Truss shall be fabricated per ANSI/TP 11-95 quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing where indicated and within 4" of interior joints. Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection and permanent bracing required for the overall building design. Building Designer shall verity all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or certification of the truss designer. 6) L26R: Right end may be attached to 2x6 So.Pine or larger BC of one or more ply girder truss with Simpson LUS26 or eq. Follow Simpson instructions for installation. 4-2i- Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 53912515 Contractor/Job: 2724 EL.B RF Date Req:07/14/2003 Draw No:53912515T4B J Du ...... Job 2 LJet _Referenc2Aopllonal ibF TRUSSJT4A53912515LROOT Universal Forest Prod6ets,inc, Burlington, NC 27215, Jeff Kerr 5.100 a May 30 2003 MiTek Industries, Inc, Sat Jul 12 10:33:14 2003 Page 1 4-4-4 9-8-8 1-0-0 4-4-4 4-4-4 1-0-0 Scale - 1:17 I 3x4 TL20= 5x4 TL20= N U4 TL20= 4-4-4 8-8-8 I 4-4-4 4-4-4 LOADING (psf) SPACING 2-0-0 CS1 DEFL in (too) I/clefl Ud PLATES GRIP TOLL 20.0 Plates Increase 1.33 TC 0,20 Ved(LL) -0.01 F >999 240 TL20 245/193 TCDL 10.0 Lumber Increase 1.33 BC 0.12 Vert(TL) 0.04 E >351 180 BOLL 0.0 Rep Stress Incr YES WEI OD3 Horz(TL) 0.01 D n/a n/a BQDL 10.0 CodeFBC2001rTPI2002 (Matrix) Weight: 33 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purfins, BOT CHORD 2 X 4 SYP No,2 BOT CHORD Rigid calling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SYP No.3 AEACTIONS (lb/size) B=405/0-3-8, 0-405/0-3-8 Max Harz B-44(load case 5) Max UpliftB=-88(load case 4), D=-88(load case 5) FORCES (lb) - First Load Case Only TOP CHORD A-13=22, B-C-470, C-D=-470, D-E=22 BOT CHORD B-F=380, D-F=380 WEBS C-F=100 NOTES (5) 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-98; 1 10mph; h=1 5ft; TCDL=6.Opst; BCDL=G,Opsf; Category 11; Exp B; enclosed;MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed,Lumber DOL=1.60 plate grip DOL=1.33. 3) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection, 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 88 lb uplift at joint B and 88 lb uplift at joint D. 5) Truss shall be fabricated per ANSIITPI 1-95 quality requirements, Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing where indicated and within 4" of interior joints. Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection and permanent bracing required for the overall building design. Building Designer shall verity all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or certification of the truss designer. 7) Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 53912515 Contractor/Job: 2724 EL.B RF Date Req:07/14/2003 Draw No:53912515T4A y 'y 53912515 LT4GE no 'TPU J Re e e c- o Gniversal Forest Products,inc., Burlington, NC 27215, Jeff Kerr 5160 a Mav 30 2003 MiTek Industries. Inc. Sat Jul 12 1 .0-0 4-4-4 8-8-8 1-0-0 4-4-4 4-4-4 U4 TL20= 30 TL20=- 3x4 TL20= 1-0-0 Scale - 1:17 LOADING lest) SPACING 2 CS1 DEFL in (loc) I/dell Ud PLATES GRIP TOLL 21:Plates Increase i%03 TC 0,11 Ved(LL) n/a n/a 999 TL20 245/193 TCDL 1001 Lumber Increase 1.33 BC 0.04 Vert(TL) 0.01 A >914 180 BOLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) -ODO F n/a n/a BCDL 10,0 CodeFBC2001/TPI2002 (Matrix) WeigK 35 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No,2 TOP CHORD Structural wood sheathing directly applied or 8-8-8 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid coiling directly applied or 6-0-0 oc bracing. OTHERS 2 X 4 SYP No3 REACTIONS (lb/size) B=140/8-8-8, F=140/8-6-8, 1=269t8-8-8, H=269/8-8-8 Max Herz 8=-44(load case 5) Max UpliftB.-38(load case 4), F=-41 (load case 5),I.-74(load case 4), H=-70(load case 5) Max Grav 13=1 56(load case 6), F=1 56(load case 7), 1=281 (load case 6), H=261 (load case 7) FORCES (lb) - First Load Case Only TOPCHORD A-6=21,B-C-189,C-D=120,0-E=120,E-F=189,F-G=21 BOTCHORD B-I=-132'H-I=-132,F-H=-132 WEBS C-1-212, E-H=-212 NOTES (9) 1) Unbalanced roof live loads have been considered for this design, 2) Wind: ASCE 7-98; 1 10mph; h=15tt; TCDL=6.Opsf; BCDL=6.0psI; Category 11; Exp B; enclosed;MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.33. 3) Truss designed for wind loads in the plane of the truss only. 4) All plates are 2x3 TL20 unless otherwise indicated. 5) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 6) Gable requires continuous bottom chord bearing, 7) Gable studs spaced at 1-4-0 oc, 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 38 to uplift at joint B, 41 Ile uplift at joint F, 74 Ile uplift at joint I and 70 lb uplift atjointH. 9) Truss shall be fabricated per ANSIITPI 1-95 quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted, Provide bracingwhereindicatedandwithin4" of interior joints. Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection and permanent bracing required for the overall building design. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review orcertificationofthetrussdesigner. C=) J red Q QZ 7) 1 / 1" Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 53912515 Contractor/Job: 2724 EL.B RF Date Req:07/14/2003 Draw No:53912515T4t I I— 0-0-9 0-0-81 0-0-6 c0 1 co IIN i Ln u wy c-4 z C/I cD a3 uj O 0 c/-) W20 uj 0 0 7 00 0 Q ty- DRAWNBY: DBA4 CHECKED BY; DRAWING NUMBER 27245 40-0-0 I 1 HANGER_ LeEGNND TYPE DESCRIPTION II LUS 26 LIGHT DUTY - ROOF 1 i HUS 28 MEDIUM DUTY - ROOF ROOF TRUSS LAYOUT 'B' 13 0 m 0 CUSTOMER NAM-Ep:` I n X/ / / IN N/ 1 N NOTES: THIS DRAWING IS THE PROPERTY OFNN / T 7 7 T T 7y qUNIVERSALVN1VlRSALFORESTPIODUTSlvVLLLLlllAVL/ UNIVERSAL / SHOF"FENER LLC. AND IS NOT TO DE USED FOR ANY PURPOSE DETRIMENTAL TO THEPROJECT: INTEREST OF UNIVERSAL SHOFFNER LL.C, j})Or'Hj jj, L,j,'. W L 8 R0 OF THIS DRAWING MUST B USED IN CONJUNCTION DRAWINGSALLDEREmqEDjBYSHOFFNHINDUSTRIES, INC. INC. AND NG DATE: 04-07-03 g ['}p /+ (" [° j (y p py ( TIONS'TAS PUBLISHED BY THE TRUSS USSES! COMMENTARY AND E PLATE N QUALITY PRODUCTS FOR QUALITY BUILDERSSCALE: N.T.S. INSTITUTE FOR INDUSTRY STANDARDS IN ERECTING TRUSSES. (TPi)) IS LOCATED AT 583 D'ONOFRIO DR. REVISION: DATE: BY: SUITE 200 MAbISBN, WI 53719 5631 S. NC 62 PHONE (800) 476-9356608) 833-59DGREVISION: DATE: ®Y: SURUNGTON, NC 27215 FAX (336) 226-9403 3' bath duck to roof cap w/fan l N I sca4e 3' bath duct to roof cap w/fan 42X42 ABC SLAB BY BLBR MIN 2' FROM WALL z 2.0 ton w/5kw @240v Iph 18xID pies p(atform by b1 dr IOx6 lwcd i 50 Must have a ninlmum clearance of 4 inches around the air handler per the Stine Energy cede. All duct has an r=% insulation value. i/) Pq U x 0 LL 1 C j W x CY r)l 1— W C F) v7-- >> Rating z O >- a djo4 i0 ONE BY WOOD BUCK BY OTHERS CAULK BETWEEN WINDOW FLANGE g WOOD BUCK sl STUCCO BY OTHERS PERIMETER CAULK BY OTHERS CONCRETE OR MASONRY OPENING BY OTHERS 0, n --/ RIGID VINYL GLAZING BEAD W H. (TYP.) 41] WI DOW HEIGHT) CAULK BETWEEN WINDOW FLANGE g PRECAST SILL W/ VULKEM 116 ADHESIVE CAULK, OR APRV'D. EOL. PERIMETER CAULK BY OTHERS a CAULK BETWEEN B.W. WOOD BUCK g (BUCK WIDTH) MAS'Y_ OPENING INSTALLATION ANCHOR BY OTHERS ONE BY WOOD 3/16' DIA. TAPCON BUCK BY OTHERS -- 1-1/4' MIN. 4 EMBEDMENT INSTALLATION ANCHOR 3/16` DIA. TAPCON SHIM AS REQ'D- 1/4' MAX. SEE NOTES) FLANGE TYPE WINDOW.+ FRAME HEADER GLASS TYP,) (SEE NOTES) B.H. BUCK HEIGHT) FLANGE TYPE WINDOW FRAME SILL PRECAST SILL q j BY OTHERS 1 NOTES SECTION A -A 1) SHIM AS REO'D. AT EACH INSTALLATION ANCHOR- MAX. ALLOWABLE SHIM STACK TO BE 1/4"- D 2) WINDOW FRAME MATERIAL: ALUMINUM ALLOY 6063. 3) INSTALLATION ANCHOR MUST BE OF SUFFICIENT LTH. TO ACHIEVE MIN, EMBEDMENT OF 1-1/4- INTO MASONRY OR CONCRETE. 4) USE SILICONIZED ACRYLIC CAULK BEHIND WINDOW FLANGE AT HEAD JAMBS. SILL MUST BE ATTACHED TO THE SUBSTRATE WITH VULKEM 116 ADHESIVE CAULK OR APPROVED EQUAL. 5) USE SILICONIZED ACRYLIC CAULK FOR PERIMETER SEAL AROUND W,H, EXTERIOR OF WINDOW FLANGE- F 6) IF EXACT WINDOW SIZE IS NOT LISTED IN ANCHOR CHART. USE ANCHOR OUMTITY LISTED WITH NEXT LARGER SIZE, FOR THE APPROPRIATE DESIGN PRESSURE REO`D. 7) GLASS THICKNESS MAY VARY PER THE REQUIREMENTS OF ASTM E1300 GLASS CHARTS. 8) LETTER DESIGNATIONS ON THE TAPCON LOCATION CHART INDICATE HWHERETAPCONANCHORSARETOBEINSTALLEDWHENUSINGTHE EXTERIOR ELEVATION AS A KEY. 9) ALL FACTORY APPLIED HOLES NOT DESIGNATED FOR TAPCON ANCHOR SHOULD BE FILLED WITH #8 SCREWS OF SUFFICIENT LTH. TO PROVIDE MIN. 5/3 IN_ EMBEDMENT INTO WOOD BUCK, ICI) FLORIDA EXTRUDERS 1000 SERIES SINGLE HUNG IS SHOWN_ THIS SPRINTERIES ALSO APPLIES TO THE FLORIDA EXTRUDERS I5 D 2 SERIES-_ SINGLE till. S. 11) WHERE WIN '€Y IS 1 STELEVATION SHIM AS REO'D, RIGID VINYL 1/4' MAX. SEE NOTES) GLAZING BEAD TYP_) GLASS TYP,)(SEE NOTES) FLANGE TYPE WINDOW FRAME: JAMB CAULK BETWEEN WINDOW FLANGE WOOD BUCK W.W. WINDOW WIDTH) SECTION B-B A W.W. Im PERIMETER CAULK BY OTHERS CAULK BETWEEN WOOD BUCK g MAS'Y. OPENINI- BY OTHERS CONCRETE OR MASONRY OPENING BY OTHERS 4; K G N ALLED IN MASONRY OPENING WITH A STRUCTUAL TWO BY WOOD BUCK, USE #10 SCREWS OF SUFFICIENT LENGTH TO ACHIEVE 1-3/8" MIN. EMBEDMENT AT VIE E LD FROM EXTERIORALLINSTALLATIONFASTENERLOCATIONS_ 1-1/4` MIN. Em3F-DmENT i> IH£RS G' TAPCON LOCATION CHART CALL BUCK LOCATIONS IN HEAD LOCATIONS I JAMB SIZE S I Z E 30Pss TO 40PsF 41 Psr TO 70PSF 30psF TO 40PSF 41 PSF TO 70PsF 12 18 1/8 X 25 6 8 F,G F.G F,G F,G 13 18 1/a x 37 3/8 B 8 F,G F,G - 14 18 1/8 X 49 5/8 B B F,G F,G145181/5 X 55 1/4 B 8 15 18 1/8 X 62 B B F,G F,G 16 la 1/8 X 71 B B F,G F,G,H,k 17 18 l a x 83 B 8 F,G F,G.J K IH2 25 1/2 X 25 B 8 F'G F,G F.GiH3251/2 x 37 3/8 8 B F,G F,G F,G,H,IIH4251/2 x 49 5/8 B 8 8 F,G F,G,H,k 1H45 25 1/2 X 55 1/4 B F.G F,G,H,i i H5 25 1/2 X 62 8 8 B F,G F,G,H,k1H6 IH7 25 1/2 X 71 25 1/2 x 83 8 8 B F,G.J,K F,G.J.K 30 1/2 x 26 29 1/2 X 25 B B B F,G F°G 30 1/2 x 38 3/8 29 1/2 X 37 3/8 B F.G F.G,H.1 30 1/2 x 50 5/8 29 1/2 X 49 5/8 8 8 F.G F.G,H,1 30 1/2 x 56 1/4 29 1/2 X 55 1/4 8 B F•G F,G 30 1/2 x 53 29 1/2 X 62 8 6 8 8 F_G•H,i H,I F,G,H.7 30 1/2 x 72 29 1/2 X 71 e 8 F.G.J.K F.G,J,K 30 1/2 x 84 29 1/2 X 83 25 62236X 8 8 FG F,G 23 35 X 37 3/8 B B F,G F,G,H•k 24 36 X 49 5/8 B B F,G F,G,H,I 245 25 36 X 55 1/4 36 X 62 B 8 F,G•H,1 F,G,H,I 26 36 X 71 8 B F,G.H 1 D.E.F.GH.1 27 36 X 83 8 8 F.G,J,K F,G,H,I,J,K 42 x 26 41 X 25 8 B B 8 F,G 42 x 38 3/8 41 x 37 3/8 B 8 F,G F,G,H,1 42 x 50 5/8 41 X 49 5/8 B 8 F,G.H,k F,G,HJ 42 x 56 1/4 41 X 55 1/4 8 B F,G.H.k D,E,F,G,H,i 42 x 63 41 x 62 41 X 71 B 8 F,G,H,k D,E,F,GH,i A2 x 72 42 x 84 41 X 83 8 8 F.G,J,I( F,G.H,1,J,K 48 x 26 47 x 25 6 B A,C A.0 F.G F,G F,G,H t 48 x 38 3/8 47 x 37 3/8 8 A.0 F.G F.G.H I 48 x 50 5/5 47 X 49 5/8 B A,C F,G,H,I FGHi 48 x 56 1/4 47 x 55 1/4 B A,C F.G,H,1 D,£.F,G H 1 48 x 63 47 x 62 47 x 71 B A,C F,G,H,I D,E,F,GH,I 48 x 72 47 X 83 FGJK DEFGHIJK 48 x 84 32 52 1/8 X 25 B A,C F,G F,G 33 52 1/8 X 37 3/8 8 A.0 F.G F.G.H.k F.G.H.1 34 52 1/8 X 49 5/8 8 A,C A,C F,G,H,k F,G,H,I D.E.F,G.H.k 345 52 1/8 X 55 1/4 52 1/8 X 62 B B A,C F,G.H,k D,E,F.G.HJ 35 36 52 1/8 X 71 8 A,C FG,H,i D.E,F,G,H,k 37 52 1/8 x 83 8 A,C F,G.J.K D.E,F,G,J.K,J,K 37 SIZE NOT AVAILABLE IN 1000 OR 1500 SERIES. IT T INTERNATIONAL, INC FLORIDA EXTKUDERS SANFORD, FLORIDA TITLE: INSTALLATION DETAIL SGL. HUNG FLANGE WINDOWS - SERIES 1000 1500 & 200C DRA :N:BYB B APPROVED DY. DaTE_1Uifl 1 SCALE- N DWG_- 1-LEX001 a PRFPARM RY. PRODUCTA-APFUCAT1C f EtsGIIZERIIZ. itc 250 u4TERNARG PXY- STATE 250, HFATHROW. FLORIDA .32746--P1t.. £: 407 805-0365 FAX 407 805-0366 x 2 l/e I.7's i ELF2XISr T-c-E` :7 Bz- UL TZ3N i:7; C S EC'T G N T I jAM3 S X lAR`-'N-- %MS L_ SEA LAN'TKT)d:FN WINDENFl-ANGES MULLICN APP, - G A f i Yl Z x I /a AfU13FMUL'-i0JN 2 X 1 /2 S EL F TAPPINIG & 4S ILSE: Ai ANT BET ' w EEN WINDOWFLANIGESMULLION Ar SELF T 14Gsms cl —, L La 1! x 2 x 2/2 T U! i N T ft. p Z: INN! s SEALA,%, T H-TIwEEN Ji- Z I xce G 71- l'BEIDN 1/ 2' 49 X 1-112 SE-l"' S- A: AN H w' T—N TAIP-IP7NS,IS DG-w FL MULL U' N Xl-` 2 SELF s M S A I X X 2/S 4 BEMU LMN yloyp ENTBAL F LEm HT EME: NOINE' B)' m i- Ji- ielt_9'# Ei X TAFRI"NO3 S7',S BE T' vEEN SEALAN T41NDO,--vl FLA.Nlf--Fs MULLIGN 7 EE- T, A I L C1000 S M S i T Y F, AE;- 44' 10`14 Fl-GIM E-EXTFFIOR #2xi/2 SD F MEWEC ALANT HE" TNWEEN WINDOW r-!- ANGE`7 23 T APC:- N4,- SMS C E NC- TOR MASONRY 4A 3 I-: -N 4771EN ':--i 15 HEAD ONCR— T, XSH ' APPLIESHEA0' i-L WHDRt- i 11, 117 AF-7 1 lli IN -TA'. ANCHOR S 11- L, CL I P 4 - T' N' F-143EH ME, , S- 4- DD7TTQ,. N4 m;i ITIN--- u T-) INTERNATIONAL, INC TLORIDA EXTRUDERS sANFORD, FLORIDA E T 1 2 TITLE: r< 1000/1500 FLANGE SH OF R J- OF 2) FOR 11 7 -R S 'DF SH'--'--7 - 2 S T py CAPACTTlt--- DRAWN BY: APPROVED BY: in AT7 - n k;rAT-v. Ni I i4 nwa VNIF 0 00 I. WINDOW CALL SIZE 12 13 14 145 15- 16 17 SERIES 1000 1500 FLANGE VERTICAL DESIGN PRESSURE CArAUIIIE!i CAPACIT CPCITYAACPACITY ACAPCITY ACAPA CITY APACIT i C Y 8 CAPACITY 1 X4X3/8 APACITY 1 X4X3/8 CAPACITY 2X4X3/ 8 WINDOW lx2xl/8 lX2X1/8 1 X2X3/8 lX2X3/8 1X2 7/16M/S IIX2 7/16XI/8'IX i TUBE MULLJ ULL TUBE MULLI TUBE MULL TUBE MULL TIP- TO-TiP SIZE TUBE MULL TUBE MULL: 4 ANCHORS TUBE MULL 2 ANCHORS TUBE MULL 4 AN CHORS 1 TUBE MULL 2 ANCHORS 4 ANCHORS ORS A 4 ANCHORS S ECT. A-A(6) 6 ANCHORS I SES .A-A 6 3) 6 ANCHORS SECT. A-A(7) 2ANCHORSSFCT. A-A(I SECT. A-ALII_L SE CT- A7A U2-; SECT. A-A(2) SECT. A-A() SECT. SECT. A -A 4 S 19 1/8 X 26 3,36.52 732.42 336.52 692.83 336.52 i732. 42 336.52 1732.42 791.81 11187.72 791.81 11187.72 1187.72 19 1/ 8 X 38 3/A 209.72 317.66 209.72 429 .55 209.72 456.46 209.72 1456.46 493.47 740.20 493.47 1:740.20 740.20 539.12 19 1/ 8 X 50 5/S 131.23 1 3 131.2152.75 177.46 t 152.75 193.92 152.75 271.83 359.41 319.55 359.41 539.12 539.12 479.33 119 •9 8 1/X56 1/4' 94.13 94.13 127.2 7127.29 135.81 135.81 194.97 460.17 319.55 1479-33 i 139. 09191/ 8 X 63 65.97 89.2 89.21 97.48 119.85 g 97.48 136.64 1282.02 423.03 282.02 03 2.l423.03 X 72 43.49 43.49 i 58.81 58.81 164.27 09 212.62 212.62 296.98 296.98 365.75 19 1/ 8 1 26. 96 36.45 36.45 139.83 39.83 '55.84 4 7 131 9131.79 3184.08 184.08 294.03 I /R y R 1H2 E 26 1/2 X 26 = 262.87 1572.13 1262.87 1H3 6 1/2 X 38 3/8,157.93 2319.21 157.93 J 6 1 , H461/2 X 50 5/897.25 97 25 4=- 113.20I H45 6 1/2 X 56 1/469.43 69.43 93.89 11-15 26 1/2 X 63 48.44 14844 i 65.51 1H6 26 1/ 2 X 72 31.79 il 31.79 142.99 1H7 26 1/ 2 X 84 !19.62 119.62 126.53 541.20 1262. 87 572-13 1262.87 572. 13 618-52 927.78 k 618.52 1927.78 1 927.78 323.48 1157. 93 343.74 157.93 34334 371.61 557.41 371.61 557.41 1557.41 1 131.51 113. 20 i 143.71 1113.20 1201.45 1266.35 399.53 1266.35 1399.53 399.53 1353.55 i 93.89 17 1102.59 100.17 1143.81 235.70 339.42 2-35.70 1353.55 1 65.51 Igo. 71.58 71. 58 88.01 1 100.34 207.10 236.83 1207.10 t 1310.65 1310.65 142.99 i 46.98 146.98 i 65.86 165.86 it 155.4 1155.44 1217.11 1217.11 267 38 I-- 26.5328. 99 28.99 40.64 140.64 t 95.9 3 95.93 133.9 9 133.99 214.02 22 37 X 26 216.75 1471.75 216.75 1471.75 1216.75 471.75 216.75 1122.22 471. 75 266. 00 isio 1287.57 1765 431.36 1287. 57 23 37 X 38 3/8 122.22 185.12 122.22 250.32 99.17 122.- 22--F266, 00 1:151.91 1200-86 301.29 200.86 24 07 X 50 5/8 73.34 73.34 185.36 185.36 108.37 245 37 X 56 1/4 51.97 151 97 70.28 170.28 174.98 7639 174.98 1107.65 176.43 254.07 176.43 25 4 37 X 63 36.01 36.oi 148.70 48.70 153.21 53.21 65.43 74.59 153.96 i 176.06 153.96 26 37 X 72 23.47 123 4 7 31.7431.74 34.69 34.69 148.62 48.6 2 114.76 114.76 131.61 27 37 X 84 14.39 114.39 119.46 i 19.46 L21.26 21 2 E. 129.81 81 170.36 70.36 j98.27 32 5.3 1/8 X 26 i 191.61 417.04 191.61 33 53 1 8 X 38 3/8, 98.38 198.38 34 3 1/ 8 X 50 5/a,56.23 t 56.23 65.45 345 3 1/ 8 X 56 1 /4!, 39.32 39.32 53.17 35 53 1/ 8 X 63 26.92 126-92 36.40 36 53 1/ 8 X 72 17.34 17.34 23.45 37 53 1/ 8 X 84 10.51 10.51 14.21 SERIES 1000 & 1500 FLANGE VERTICAL MULLION DESIGN PRESSURE CAPACITIES SHEET 2 OF 2 NOTE: A) NUMBER OF ANCHORS NOTED FOR TAPCON FASTENERS REQUIRED AT EACH END. B) DESIGN PRESSURES GIVEN ARE FOR 1.5 X r- A 394. 49 1191. 61 417.04 191.61- 417,CY4 676.28 450.85 676.28 2 4 14 231.50 347.25 1231.50 347.25 201.51 76. 04 98. 38 45 L4j 83. 09 65.- 4 5 47 231.01 154.00 T231.Cl 53.17 156. 73 58.10 i 56.73j 81.44 i 133.48 192.22 133.48 1200.23 36.40 139. 78 39.78 148.91 155.75 1 5 08 131.60 i 115.08 1172.63 23.45 25. 62 125.62 135.92 35.92 84.77 184.77 97.21 1118.41 14.21 15. 53 1. -5. -5 -3 2-1.77 121.77 i - 151.3951.39 71.78 i ----------------- 171.78765 431.36 301. 29 264. 64 230. 94- 197. 41 156. 97 I TITLE: - F j, JS LJVR T A' U L N u- 3 0 S, LE DRAWN BY: APPROVED BY: 1111 DATE: SCALE: , LuDPUrm 3 SHIM AS RFO'D SEE NOTES) CAULK BETWEEN DOOR FLANGE SHEATHING PERIMETER CAULK BY OTHERS y. ;ate•. 1, s A"9 tea TFI , 10/ Jig p6 - SLIDING GLASS DOOR FRAME SILL a 6 INSTALLATION ANCHOR 8 SCREW TWO BY WOOD BY OTHERS V i 1-1/8' MIN. EMBEDMENT EMBEDMENT 4 c 1-1/4' MIN. L D D LIBERALLY APPLY -J CAULKING CINDER SILL OR SET SILL IN BED INSTALLATION ANCHOR OF CONCRETE 3/16' DIA_ TAPCON SECTION A -A OR WIDTH SLIDING GLASS DOOR FRAME JAMB TEMPERED GLASS TYP_) SECTION B-B 4' MAX. SHIM SPACE TWO BY VOOD 1-1/8 MIN. BY OTHERS EMBEDMENT EXTERIOR EEEVATIHN 2 PANEL DOOR SHOWN SLIDING GLASS I HOOK STRIP SHIM AS RIO'D. SEE NOTES) INSTALLATION ANCHOR 8 SCREW SHEATHING BY OTHERS TEMPERED C TYP.) SLIDING GL., INTERLOCK INSTALLATION ANCHOR H0[1K STRIP DETAIL 1-1/8' MIN. EMBEDMENT TE I) DOOR MATERIAL ALUMINUM ALLOY 6063. 2) #8 INSTALLATION SCREWS MUST BE: OF SUFFICIENT LENGTH TO ACHIEVE MIN. EMBEDMENT OF 1-1/8' INTO WOOD- TAPCON TYPE INSTALLATION ANCHORS AT SILL MUST BE OF SUFFICIENT LENGTH TO ACHIEVE MIN. EMBEDMENT OF 1-1/4' INTO MASONRY OR CONCRETE. 3) INSTALLATION ANCHOR CHART ON BACK OF THIS SHEET. 4) USE SILICONIZED ACRYLIC CAULK BEHIND DOOR FLANGE AT HEAD a JAMBS. 5) USE SILICONIZED ACRYLIC CAULK FOR PERIMETER SEAL AROUND EXTERIOR OF DOOR. 6) IF EXACT DOOR SIZE IS NOT LISTED IN ANCHOR CHART. USE ANCHOR DUANTITY LISTED WITH NEXT LARGER SIZE, FOR THE APPROPRIATE DESIGN PRESSURE REO'D- 7) FOR POCKET DOUR SIZES USE CLOSEST BYPASS DOOR SIZE $ CONFIGURATION TO FINISHED OPENING. PLACE INSTALLATION ANCHORS, IN FRONT OF HOOK STRIP AS SHOWN. 8) GLASS THICKNESS MAY VARY PER REGUIREMENTS OF ASTM E1340 GLASS CHARTS, 9) DOOR UNIT IS APPROVED USING TEMPERED GLASS IN SINGLE GLAZED OR INSULATING GLASS. ID) JAMB / SILL CORNERS ARE TO BE SEALED WITH A SMALL JOINT SEAM SEALER_ 11) SHIM AS REI)'D. AT EA. SET OF INSTALLATION ANCHORS_ MAX. ALLOWABLE SHIM STACK TO BE 1/4'. 12) ALL INSTALLATION ANCHORS MUST BE MADE OF CORROSION RESISTANT MATERIALS. 13) WHERE 'X' REPRESENTS MOVING PANEL AND "0" REPRESENTS FIXED PANEL APPROVED CONFIGURATIONS ARE AS LISTED ON ANCHOR CHART ON BACK OF THIS SHEET, 14) NOT ALL COWIGURATIONS LISTED ABOVE ARE SHOWN ON THIS DRAWING, HOWEVER INSTALLATION SECTIONS 'A -A. 'B-B' 8 HOOK STRIP DETAIL APPLY TO INSTALLATION OF ALL APPROVED CONFIGURATIONS. 15) FLORIDA EXTRUDERS 1000 SERIES SLIDING GLASS DOOR IS SHOWN. THIS PRINT ALSO APPLIES TO 2oco SERIES AND 500 SERIES. REVI DESCRIPTION DATE INI EXTRUDER'SFLEll—\, J__ INT. INC. SAN ORD FL. TITLE: SLIDING GLASS DOOR INSTALLATION WITH #8 SCREWS DRAWN BY: BB APPROVEDBY: ATE, 12117101 SOLE. NTS DEG FLE 27 SIiT I [IF PPFc A Rv, PWnM -T a APPLICATION E»GENEERIW,. INC., Z50 ImTERMATIDNAL PKVY., SUITE Z550. KEATHRIIW, FLORIDA. 3Z746, 407-805-9265 FAX 407- 366 NOMINAL DOOR SIZE AND CONFIGURATION 4068 XX, OX, XO 5068 XX, OX, XO 6068 XX, OX, XO 8068 XX, OX, XO 10068 XX, OX, XO 5080 XX, OX, XO 6080 XX, OX, XO Soso XX, OX, XO 10080 XX, OX, XO 50100 XX, OX, XO 60100 XX, OX, XO 80100 XX, OX, XO 9068 OXO 12068 OXO 15068 OXO 9080 CiXQ 12080 OXO 15080 OX0 90100 X0 120100 OXO 9068 XXX 12068 XXX 15068 XXX 9080 XXX 12020 XXX 1508o XXX 90100 XXX 120100 XXX 10068 OXXO 12068 OXXO 16068 OXXO 1008o C1XX0 1208o OXXO 16080 OXXO 100100 CIXXO 120100 OXXO 160100 OXXO 10068 XXXX 12068 XXXX 16068 XXXX 10080 XXXX 12080 XXXX 16080 XXX-X i0{110o XXXX 12010o XXXX 160100 XXXX 8 SCREW INSTALLATION ANCHOR CHART m 48 X 80 60 X 80 72 X 80 96 X 80 120 X 80 60 X 96 72.X 96 96 X 96 120 X 96 . 60 X 120 72 X 120 96 X 120 109 1/8 X 80 145 1/8 X 80 181 1/8 X 80 109 1/8 X 96 145 1/6 X 96 161 1/8 X. 96 109 1/8 X %20 145 1/8X 120 106 5/8 X 80 142 5/8 X 8o 178 5/8 X 80 106 5/8 X 96 142 5/8 X 96 178 5/8 X 96 106 5/8 X 120 142 5/2 }X 120 119 5/8 X 80 143 5/8 X 80 191 5/8 X 80 11 / 7s X 143 5/8 X 96 191 5/8 X 96 119 5/8 X 120 143 5/8 X 120 191 5/8 X 120 ll 1/4 X 141 1/4 X 80 189 1/4 X 80 117 1/4 X 96 141" 1/4 X 96 189 1/4 X 96 117 1/4 X 120 141 1/4 X 120 189 1/4 X 120 QUANTITIES IN DEAD & SILL UPTO 1 46 PSF TO 161 PSF TO 45 PSF 60 PSF 70 PSF 6 6 6 6 6 6 8 8 8 10 10 10 12 12 12 6 6 6 8 8 8 10 10 10 12 12 12 6 6 6 8 8 8 0 10 10 12 12 12 14- 14 14 16-." 16 16 12 12 12 14 14 14 16 16 16 12 12 12 14 14- 14 12 12 12 14 14 14 16 16 16 12 12 12 14 14 14 16 16 16 12 12 12 4 14 14 12 12 12 14 14 14 18 18 18 12 12 12 14 14 14 1s 18 18 12 12 12 14 14 14 18 18 19 12 12 12 14 14 14 16 16 16 12 12 12 14 14 14 16 16 16 12 12 12 14 14 14 16 16 19 QUANTITIES IN EA. JAMB UP TO 46 PSF TO 61 PSF TO 45 PSF 60 PSF 70 PSF 8 8 8 8 8 8 8 8 8 S 8 8 8 8 8 to to to 10 10 10 10 10 10 10 10 10 12 12 12 12 12 12 12 12 12 8 8 8 8 8 8 8 8 8 10 10 10 10 10 10 10 10 10 12 12 12 12 12 12 8 8 8 8 8 8 8 8 8 10 10 10 10 10 10 10 10 10 12 12 12 12 12 12 8 8 8 8 8 S 10 10 10 10 10 10 12 12 12 12 12 12 112 12 12 Q 8 8 8 8 8 10 10 10 10 10 10 10 10 10 12 12 12 12 12 12 12 12 12 QUANTITIES IN EA. HOCK STRIP UP TO 46 PSF TO 61 PSF TO 45PSF 60 PSF 70 PSF" 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 5 5 5. 5 5 5 5 5 5 5 5 5 6 6 6 6 6 7 6 7 f 8 4 4 4 4 4 4 4 4 4 5 5 5 5 5 5 5 5 5 5 7 8 5 7 8 4 4 4 4 4 4 4 4 4 5 5 5 5 5 5 6 7 8 6 7 8 4 4 4 4 4 4 4 4 4 5 5 5 5 5 5 6 7 S 6 7 8 6 7 8 4 4 4 4 4 4 5 5 5 5 5 5 5 5 5 5 7 8 5 7 8 5 7 FLORIDA EXTRUDERS TITLE SLIDING GLASS DOOR INSTALLATION WITH # 6 SCREVS E_ f ANCHOR NOTES: 1> FOR MASONRY OPENING W/TWOI BY WOOD BUCK USE SAME ANCHOR QUANTITIES. 4 t _ R WINDOW CALL SIZE r # k x k r i t Y A k CAPACITY i i Y i.. s. o X 25# t a 62..; X 71 8 : s31532s k ... k f - 25 1/2 X 62# fs r. k 22 36 X 25 130 260 130 260 130 23 6 X 37 3/ ` 73.0 146.0 73.30 146.60 73.30 24 6 X 49 5/8 51.20 72.44 51.20 99.71 51.20 245 6 X 55 1 /4 44.7 51.33 44.97 70.65 44.97 25 36 X 62 35.57 35.57 39.24 48.96 39.24 26 36 X 71 23.19 23.19 31.91 31.91 33.54 27 36 X 83 114.21 114.21 19.56 19.56 20.88 32 52 1 /8 X 25 1114.92 229.84 114.92 229.84 1 14.92 33 2 1 /8 X 37 3/ 59.01 118.02 59.01 118.02 5.01 34 2 1/8 X 49 5/8 39.25 55.54 39.25 76.45 39.25 345 2 1 /8 X 55 1/4 34.02 38.84 34.02 53.45 34.02 35 52 1 /8 X 62 26.59 26.59 29.33 36.60 29.33 36 52 1 /8 X 71 17.13 17.13 23.7 23.57 24.78 37 52 1 /8 X 83 10.38 10.38 14.29 14.29 15.25 SERIES 100 & 1500 FIN VERTICAL MULLION DESIGN PRESSURE CAPACITIES SKEET 2 OF 2 NOTE: Aj NUMBER OF ANCHORS NOTED FOR #8 SCREW FASTENERS REQUIRED AT EACH END. 01 rsCCII-oa 00CCCI l0C4Z r-I4/7M AQr IMP 1 5 X 260 146.60 52.24 t Y k k. f 229.84 118.02 114.92' 01 78.51 78.51 4 t. f 39.05 25.15 f k # • ioR f r 219.91 k f • k 229.84 e 344.77 78.5 s102.07+ k DRAWNSANFORD, FLORIDA T=:DESIGN PRESSURE CAPACITIES FIN J D HAPPROVED 1000 S,Ho. JAMB ETYP.> 1 i i I X 2 X 1/8 1000 S.H. TUBE MULLION JAMB <TYP.> 8 X 1/2 SELF TAPPING SMS SEALANT BETWEEN WINDOW FRAME MULLION 8 X 1-1/2 SELF TAPPING SMS SECTION A -A (1) r-4 I X 2 7/16 X 1/8 TUBE MULLION 1000 S.H. JAMB (TYP.) R.. SEALANT BETWEEN WINDOW FRAME MULLION 8 X 1-1/2 SELF TAPPING SMS SECTION A -A 3 I X 4 X 1/8 j TUBE MULLION 8 X 1/2 SELF TAPPING SMS SEALANT BETWEEN WINDOW FRAME MULLI13N 8 X 1-1/2 SELF TAPPING SMS SECTION A -A (5) I X 2 X 3/8 TUBE MULLION 8 X 1/2 SELF TAPPING SMS 2 X 4 X 3/q SEALANT BETWEEN TUBE MULLIEiN WINDOW FRAME MULLION 8 X 1-1/2 SELF TAPPING SMS SECTION A -A 1000 S.H 1 X 2 7/16 X 3/8 JAMB (TYP.) TUBE MULLION 1 1/8` MIN, EMBEDMENT TWO BY WOOD -\ DETAIL C BUCK BY OTHERS SHEATHING INSTALLATION ANCHOR #8 WOOD _. SCREW (TYP.) EXTERNAL MULLION INSTALLATION CLIP MULLION APPLIES TO HEAD & SILL WHERE I" X 4" 2' X 4" TUBE MULLIONS ARE USED FLIES TO HEAD & SILL WHERE 1 " X 2" I- X 2 7/16" TUBE MULLIONS ARE USED 8 X 1/2 SELF TAPPING SMS INSTALLATION ANCHOR DETAIL B ! #8 WOOD SCREW r s. (l (TYP.) SEALANT BETWEEN SEALANT BETWEEN # 8 X 1-1/2 SELF—' WINDOW FLANGES WINDOW FRAME TAPPING SMS & MULLION MULLION SECTION A -A (7) 8 X 1-1/2 SELF TAPPING SMS DETAIL C SECTI0NI A -A (A) - 1 X 4 X 3/8 y 4 TUBE MULLIEIN r A A SEALANT BETWEEN WINDOW FRAME MULLION 8 X 1-1/2 SELF TAPPING SMS SECTION A -A (6) SILL CLIP 1 1i8' MIN. EMBEDMENT SHEATHINGG 19 WOOD FRAMING AUXILIARY PLATE FOR ADDITIONAL ANCHORS, WHEN REQUIRED) D G ® Q 8 SELF TAPPING MS <TYP.> DETAIL B MULLION ELEVATION VIEWED FROM EXTERIOR INTERNATIONAI, INCFLORIDAEXTRUDERSSANFORD, FLORIDA SER, 1000/ 1500 FIN SHEET 1 OF 2 VERTICAL MULLION SECTIONS SEE EITHER SIDE ( SHEET 2 OF 2) FOR DESIGN PRESSURE CAPACITIES DRAWN BY. M S H I APPROVED BY: DDT .2/6IQ2 SC : NTS - DWG.: 1 VMF I Zd wwl't, lov Eo'jMWAY&ABA 1. DO NOT SCALE THESE DR ' INGS: WRITTEN DIMEN51ON5 AND MOTES SMALL CONTROL. CONTACT THE FIELD 'MANAGER AITH ANY GONFLIGTS IN THE PLANS BEFORE BEGINNING WORK, 2, ON -SITE VERIF14fATION OF ALL DIMENSIONS AND CONDITIONS SHALL BE THE RE51FONSIBILITY OF THE SUB -CONTRACTORS. EACH SUB -CON ACTOR SHALL REPORT TO THE FIELD MANAGER ANY DiSGREFANGY OR OTHER OUE5TION5 PERTAININO TO THE DRAYSIN05 AND/OR SPECIFICATIONS. 5, IT 15 THE INTENT THAT THESE DRAKNOS BE IN CONFORMANCE WITH THE 2001 FLORIDA ILDING GODi=, AND ALL APPLICABLE LOCAL, CITY, G NTY, 5TA AND FEDERAL CODES, O INANGE5, LAW5, REGULATIONS AND RESTRICTIVE GOVENANT5 GOVERNIN6 THE SITE OF WORK. 4. ALL TRADES SHALL FURNISH ALL LABOR, EQUIPMENT, MATERIALS, AND PERFORM ALL WORK NEGE55ARY, INDICATED, ASONABL'( INFERRED OR REQUIRED BY ANY GODS WITH-VRISDIGTION TO COMPLETE THEIR SCOPE OF WORK. 5. ALL 54"X22" AND 56"X24" PLANS ARE DRAAN TO SCALE 1/4" = l'-O", EXCEPT FOR THE 51 DE AND REAR EXTERIOR ELEVATIONS AHIGH ARE DRAAN TO I/S" = I'-O". ALL I'7X11 PLANS ARE DRAAN TO THE SCALE 1/r3" = I'-O", EXCEPT FOR THE SIDE AND REAR EXTERIOR ELEVATIONS AHIGH ARE DRAi^tN TO 1/16" = 1'-0". O.P. GAR -AGE D WINE) LOADS BA51C WIND SPEED = '30 MP-H. FASTEST MILE) Ito M.P.t-i (3 SECOND ST) WIND IMPORTANCE FACTOR = 10 WIND EXPOSURE CATEGORY = B APPLICABLE INTERNAL PRESSURE COEFFICIENT ± OJa INCLUDED IN DESIGN WIND LOAD) DESIGN WIND LOADS - WALLS = +22 , -10 PSF ROOFS = +20 , -20 PSF 30 PSF AT OYE A S) C COVER SHEET Al FOUNDATION PLAN & DETAILS Al .1 FOUNDATION DETAILS, CONT. 1 st & 2nd FLOOR PLANS A3 EXTERIOR ELEVATIONS A4 ELECTRICAL PLAN, ELECTRICAL RISER, PLUMBING RISER A6 PRECAST LINTEL PLAN A6.1 PRECAST LINTEL TABLES A6 FLOOR & ROOF TRUSS LAYOUTS A6-B.1 - ELEV. 'B' GABLE DETAILS) A6.1 STRAPPING SCHEDULE S1 STRUCTURAL DETAILS S2 STRUCTURAL DETAILS S3 STRUCTURAL DETAILS t flBEW-4-Aso 5;4w_aLEs - FtBE s4w OVER J, VARIE5 OVER t5.FEL_r CIVER rl. FELT OVER _v*l C-115 'f RAW 7/V" asB, OR 112, CD>< SCOD Tfa R-19eTRAPI-M AS SWOUN ENC31NEERING UJOOD TRJ55ES $TRAPPED CIN TRU55 LAYOUT 404AS --VlodH ON Tfar-15 LAYOUT PT Do aysR Dce CZ>Pl OVER 7X6 aeFAEC4A Wf G41W a anATLOCATIC4 ALdt VaITED SOFFITORCONTALUKFASCIA OVER 2X6 &JBFA_',T4A UV -Dea- 7x0;_IEADER G2 V2' DRYWALL OONT, ALUlt VO4TED, SOMT 7x - TOP *P-LATUILESS OTI_ OVER D<2 FJRRJNG NOTED ON PLAN f DOW OVER R-5 MUL, LtfFEL BLOCK WA S BAR vmDow UNIT 2XWOOP $TUD 041. --------------------- ------- --- --- ----- ----- -- ---- UMADOW PRECAST 0114 (V - 5 -------- - ---------- T5utlEI'i 6 FT OR GREATER I/W STUCCO ON NTL LATH PB FF,,Er_A OVER 15. FELT OLP Vy' SLAB U.I/ PRECAST CIYSR IA&* FfElERTIESP OVER 6 _2X BOTTOM PLATE 4'-2- 11' 61-51 44- 51-01 NIL VAPOR BARRIER - MA-50HRT FlNfe44 OVER ON 314' T dG OS.B, OVER TERNITE- TREATEO, 5WOM LOCA CT iCr- U BLOCK Uk-T, DOUELS w- 321- WELL COMPACTEDFILL - IONS 7X4 CONT. BAND BOARD ON FOLNDATtON PLAN FLOOR STRAFPED AS SPMNON LAYOUT LINTEL BLOCK V2' OVER DODRYWALLWA I r BAR OVER 5 2 COW— SLAB 5NSULATION LNTELSCREENEOVER6 KL VAPOR 5AJ;URUER ONCow- SLAG CLEAA YEILL COWAOTEZ T"EflJ41 AWWALL SECTION @ WINDOW: CMU-ONE STORY RESISTANT TREATED FILL OR OYER cl NIL yy I 'RECRUIT 2' SYSTEM (TYP) F15ERGi_.4- 55 VAPORBARRiER 'J SRNGLE OVER OYER TERMITE- FNISI4 OVER -1111. TREATED, YELL OVER cm BLOCK S. FELTICmBLOCKLvrl ------------- T ------ -- ---- 0,5ZORW* CDX Cot-rACTED, FILL BAR . SWCUN WOOD TRU58F6 LOCATION5 ON R-MN5UL. N I vv-0 u% 5Tp_4FlPFD AS SHOUN FOLNDATtON fl-'" -- --------- ---- - ---------------- ON TF3BS LAYOUT z -4 10 mN2 P.T. OVERGRACE 1,12' DRYI CDR OVER 2xb Vl* DRYWALL ekl5FAICIA CCW ALUM. 10 ---------- ---- ------ - Da FJFRF* lk. Vla4TEO SOFFIT F-5 RNSaULLATiON L047FL BLOCK 3 • 5 54W. 211' ID 1- 55ARMA$CNRY fit#844 4W ALL SECTION-@ FILLED CELL -TWO STORY 1 14-4AW M I 31/' CONC. SLAB V Cm BLOCK WI-1 E,.L5 WDF STEM FmEf; mswOVER18, STEM WALL - SINGLE LINTEL NIL VAPOR BARRIER ON FOUNDATION PLAN IL OVERTERtIrTE- TREEATED, FIBER,- 5HRrLES JV ME F;OTER OVER 15' FELT OVER rl UELL COMPACTEDFILL - 0`0 cm _F1_ 4r44FLF 11161:, ORCDXWOODTRUSSES Ar C_i4i ESTRAPPED A5 -'44OUN z ON TFUA56 LAYOUT 14 P_T_ DQOVER D<8 GFIR OVER 7X6 SUBFA_'l_fA N— —2 Wl CONT. ALU't 0 112" DRYWALL2 • 5 5A DBL. 7XZ FEAEIER E DOUBL* FOR4'-6' MAX OPEN4,*, PLATE WALL SECTI014: CMU-ONE STORY -MONOLITHIC 2X- TOP FLATE DBL. 7xlo HEADER FOR m am I-WX OPENNG UNO. MDOW L941T U41T4 Q A,- CAME - 2x WOODSTUDS . V, L i C.ONC _ 51_A!3UJFtOER-lE=544 3", ' CO:. SLAB WIFIBEFl-F-544 4__l__ w ER 6HtLVAPORBARRIEROC- w R-9 N--UL, r OVER r, MIL VAPOR BARRIER C,,Ep ' ATED CIOMPACT- OVER TREATED COMPACTED FILL —1/0' &Tt4;CO ONNIL. LATW TF_ FILLOVERB' FELT OVER FE5AR CONT_ com OR t/71 CLJx O'FBET 5EARM, rAFACl_ RR10, 494. 2x 50"OMPLATEG2 :; —TER 3 ON 14" T41, PLYWOOD ------ E 2X4 CnFr- BAND BOARD FLOOR TR1*5 STRAPPED rpm AS ON Tfa55LAYOUTORTL, 'FF'_' 44T_ 'E)5' OR 20, WIDE F007ER THICKENED SLAB 2 - 5 BARS 1/2, DRYW4 ALT75TORY ATTAC4 lb, WDE FOOTER VTL %40 X THICKENED SLABOVERD<2 plif 6W_ B NEOVERR-5 915UL. LINTEL BLOCK W ' F, E54R VARIES MONOLITHIC SLAB CMUNOTE: 0 PATIOS GMTV13) DOUBLE LINTELLEI GABLE MONOLITHIC STORY WRADI: AU t"T _PMECAST WITH Iv -5 74,C*W Car- PAD 3- W' COW- SLAB UNEN f, FT OR GREATER F. EU 3312 ' COW- SLAB UW4eER-ESI4 ubFt5EFM514 OVER T"7 STRI, ITIJRE RAS BEEN END DETAIL SHEET 134 OYER 6 M VAPOR PFEC45T C,2,r-- 54LL - EAlEl: TO MEET OF OVER 6 NILVAPORBARRIERIJE' ELEVATIONS 13' ONLY OVER TREATED C_' V'IPACTS0 FILL 5AFIZEROVER TREATF-D, M45, F#4644 OVER E>T_ --Ell I }E HO M.FJ4. 3 COMPACTED FILL GNU BLOKX WI 5 DOWELS SEE JND IF AYSTS WIND LOAD SWoMN LOCATIONS RE JIREf- ENTS OF THE _LO ON FOU, IDATIONPLAN [F;ZIDA EULOICODE 2iF 1. a 514' RECESS AT O- H, &ARA6E POOR m 47 GRADE 4- L 3 r, BAR5 24- ` F_ BARB 20" 0MAONOLITHIC SLAB CMU FCUN[ ATI(UMING G TWO STORY TWOSTORYNONLOADERG. WALL 31, 0rx4C SLAB WFI5EFT-lE9I4 3",' COW__ W1 FtBEFT-IFSP SLAB WFOEFT-S%4 clfll_ ECA5 C BAR I - 5 RE5AR 00W_ 6 NIL VAPOR BAF4;UER OVER & M VAPOR FIARRIER UY STD. I_ COW_, W L145 K30 OVER TREATED COMPACTED FILLOVERTREATEDCOMPACTEDFILLOVERCLEAN, ,WELL 3 • 5 REBAR FELLS THAT CAN RESIST A M.P.H. LOAD EACH WAY 3V,' _ VLAEt--TT#t LAP C.CMPA_TED FILLaaLNTELDESIE" "-A-L FFII T FSF ri5EFI-ESH OVER & HAJL 0IZ • 5 BAR TER -ATE -TREATED, ON HOLLOW M YAPOR BARRIER OVERFILLEDW1KAOXR- Ul ALLOWABLE TENSION Ts OVTER-ATE-TREATED,al _ J_v.. ID tZ BAR IS25 P.Sl - AF-3, -'a TAELE 01 WELL COMPAC-TED FILL SECTION PHEPERTES8' PAPTIVALLY CONC. FILLED 70P COURSE - S AZ nil -5 VERTICAL WALL = ' 15,43* OlAfillflkVY STRICA TURE10, FT 3 5wMBAR m = w-1 A, S = w-L.40ma7j &XT - w io \-3.5REEAR I . I SEE PLAN 16E 8'-G' HC0;IIZ SPAr-MB - DEPRESSED SLAB: BEARING (10<ENEDASe W LINTEL BEAM CA44JR BLOCK SINGLE COURSE USE S'-O` HaRIZ SPACOJz, - DEPRESSED STAB JEARIt4C W 5'- W HOJFaZ_ 2 STORY Y L__ LJLINTELEECNON0GARAGE; 2 STORY FF.ONT Eof;zr_H T.-15 BEARING 0 GARAGE KMS REINFORCINGCHAIRBLOCKUNDERFRAME3/4 77, AM LINTEL W (No E x w ANCHORAGE TAPCON: BLOCK TO EXT. FRAME SHEAR STRENGTH X CONNECTION (TYP, SPACING) SHEAR STRENGTH TAi c l: 3/l6" 12" O ANCHOR ANCHOR LIGHTWEIGHT CflIA. EMBEDMENT HOLLOW BLOCK EXP, BOLT: 1/2" 0 48" 0 3/16" 1-1%2" 846 LBS- 1/4' 1-1 2 I075 LBS. J—BOLT: 1/2" @ 48" O.C)K TEST REPORT # 150-20068/ PROFESSIONAL SERVICE INDUSTRIES, 1 NC.SEE MFG- SPECS, FOR BIT SIZES & TECHNICAL INFORMATION EXPANSION BOLTS: RAILS EMBED DIA, MIN, EDGE ALLOWABLE ALLOWABLEPRODUCTLOCATION DEPTH DISTANCE PULLOUT SHEAR GROUTED RA -BOLT MASONRY 2.5" 1/2" 1,5- 761 LBS 1765 LBS. RAWL--BOLT CONCRETE 3" -- 1 /2- 2 5" 1831 LBS. 2537 LBS. DETAIL DENOTES PIPE PA56 ICa THROUGH STET" 1 WALL DETAIL DENOTES PIPE SLEEVE SHALL BE PAS51W, TFIROLrIA FOOTIW:s 2 SIZES LARCaER THAN s d 9 8 PIPE PASSIW_;; THROUGH SLEEVE SHALL BE ,# 2 51ZES LAR:;ER THAN _! 3w, PIPE PA&51WG THROUGH 'i$ THICKENED SLAB DER SEE FOUNDATION PLAN FOR REBAR QUANTITY 5 REBAR WITHIN FOOTI --_y L- C BETE FOOTER W1 25" MIN, SPLICE OVERLAP (SEE F ATION PLAN FOR SIZE) TYPICAL FODOTING DETAIL fill RUE 3g f 01_72-01 sheet 7JUN 7 28#3 1 Of 4PY-fl Y- 2-7* saT = 5C7TYRA &yJ° DFA i° T.fb g I.IED ATAR 4 s AT 4Re$ T_ . " 5 - NOS AIR i-WZ>LER TO HAvE MN_ OF 4" CLE _ GN ALL 5TDE5 , V V ENOLOSUPE SPACE SMALL BE M-L 12' 0/ :,ER TP4M,4FPLUNGF m D TopGC DgualC3AMEFOON GAWET a. R r;AT EE4-ESS hba s Q r Fa F t I T-T' 2`- a u I i f2-2. 4 FCST cm a SH ZS e TO 22/ - 24} MEM BEDRI*1 13 GAWET F R SAT15'- 01 BECAR i * 4 GRiBET i R FLAT7- 2x4 FCel W -@ i 50TTCM POST TO Td3 GAP E-OR Z522/ - 291 Ova i;*. iv e iGP i48JL#i SECaV R. OM WLL5 .412E 54-F..ARMLLS, SEE DETAIL- EET i oR SFEARMALL fr" E.SiNAIL5PAGW, MR 21/ -28) wa.c. CAPPET FIR l+22/- 29).. _. SCALE = 114'= i'-O" V-s vt" 20-3 srt 4ID'-O' PATIO 40'- V N•_4° OPf. AFC LO':ATON QL 30°-O° m c 0= - 29) (+ 27/ -24) e t 21/ - 23) IIl.IL. 4 AR m FLAT 3 p eb r t- 1 y y L IVIW:; EF,G. izb$ 9T err KITCPEN 5 — a a lRAT AR s FLAT a BAT u o O a YOM e m j{_ k. I SPA TT7OFT, 37, 3 -bj° 4'_®° vz $'-{,. TUB/ Spw 1'drRJA v 3E6$ V CV 7 N D k4p s_ 7 , T T___€Z AIR UAI=iDLE42 TO HAVE S eLvs 7> BMW 26" MIN. Cg- 4' CLEARANCE ON ALL 5€ DE5 AND Eh C-4-0- ITz... T SPACE SF- 9ALL BE MM, V a=TWA L t T Ur1DER THAN Af'%'t_VAtY E 7i45TER BEDS J di Y GFY Pat 7 AR ft.A3 @ $' AAS ET__X5 ow. OBL-25 ' 2-OAR 6ARAnE cam AR I..f_ 04 cj 8 5 6" 5 b' t 2° ?' b' 2 6• Y 8' 16' X I' O-I-1.D. (+Ie/-23) 7 d' 15 -@° - 4" V-4° STAIR INFORMATION I-EfBHT; 9'-4° GbMER130MBEDROC7M #52LE11'-3" RtSERS 15 L- -1 1/2' EP.CH J- TREADS, 14 P 0' EAF-H 2-724 STAIR GUT Domg 2xI2 TREAD MR RI)N DETAIL CLC3SET SCALE: rLrs. E STAIR, DETAIL 1N STRIETLFAL aEETS IX& BACK FOR AMITURAL LONSTRLCTION INFORMATION. ) 2xI2 5TRI SQ. FT. CALCULATIONS bt FLOOR W 50 d2nd FLOOR 12N TOTAL LIVING AREA 2124 I LANAI m ENTRY 22 t OT 0 # GARAGE 41 # TOTAL AREA UVER ROOF 3r--6 PATIO 404 { TOTAL AFEA 31% # 401 E i 1 G'IiV E E Ft 1(I G w4SO 361 23 1inn Tia-&5?3 P.4. 9UXi$tfii3 N,T it32716 J.. PE) 4719 03 3 LEGEND tE BEAM s F-V Aff. by..9 r NOTE ALL 5 TO 5F_ 3 V7' OTHERWE 8.7W, D 4t-22- Dt EL VAT+ °A° ("' A NOTE: A SEE Fi3173 t9? ATi4N P FOf T #illi FILLED CELL LOCATION. ALL -STF1JCTURAL WOOO NE TO ME DOU5LE 2" x IV, tk&Ei5s Lil:L s WEACIERS NOTED OTI_Efw5E A1G CLOSETDETAIL TO EE 2° x IV E a# NOTED OTs SCALD=- 0 COLUMN DETAIL 5GALE z 1/2-= F-0- FWE YENT Camp, 12 5 TRr-6 5EARWI FH FLR 1 IRtSS 5EAFM- 1, 7 F MOOR LEFT 51DE ELEV. R16HT 51DE ELEV. SCALE z 1/.z 1, 0. C40tjf' e44WILE'S KITCHEN A 5(-ALE- V-rAV 53e 535 5SR KITCWEN B 6 LKG"T STD' rAT OFT, YAP47Y 0 xe VA036 5ATP EBATH1) 5CALE- 51-ALE- %',r-vl INTER ELEVATION5 SCALE z 1/4' - Y-0' R &3 U09 50 A mo — DRYER 1013 UJI'l 4 BARE PANEL _ 91ALL APP- r212 UJ5 C& - UGWTWi CJJZ 14/24 W5 v GFOLM ROD 2124 0R15EDIAGRAM / 5 RA 4 WIRE 5ERVICE Ist ELFGTRIC4L e-- ALE z U4' - r-O* VIR LAY 1 V2* \ Tto CO?' Ie W. LAY I V2' LAY I V2' I KS, I irr V71 Y-TR 3. TU5 1, I LAY 3- ivr4' 2124 PLUMBING IR15EP, ELECTRICAL LEGEND qp DLmE)c RED E)WAL67 FAN 9 730 IIOL IRED, DETECTOR WATER FROOF SEC 9100Z DETECTOR (WALL Mawl aqp GR-00 FAULT REC. PA94E TELPAS40N k' SUTC}Ev FEC' CT)GN 50x Dw- c"ECT FLtx)wsczw FIX 0 FLOM CUTLET TRACK LK49W. SIFTC34 3 WAYE01CM FLOOD L— A UIAT SaTcM CEILM' Tx EWTCN DOOR MLL L." " Al, "Do 4 fpcFAMFAA FREMM RECESSED MO-11 1EYEBALL) ELEFT PAMe- of K mom, ey by M dais: OT-22-6T sheet: A4 of: NOTES. OTES: I CAST-CRETE 'SAFE LOAD TABLES FOR GRAVITY, UPLIFT & LATERAL LOADS A 1 a ;-q 4C 012EO. 6,s peP ASTM A416 qrCCIM V. m w S, L 1, PM ide full rMrtW timid Wd Wd JOIAMFlItedlintelsMrugumd. h' I'- Of dndB'L'tttllnt7PtOtef. 5' ff-W Wd = with 0 nol of Bt "at W 9 od6, a"tam to Rd ril W t=tted 0 the t&tonl of the lintel tol1, w. m0tvtor wipe iuu-,'4s mv .010.0 to thft wttm .0i Jim, "ll19N- a a, Colp=0MRtt may be W-,ddo -p—te Intel In lelu of a Gk spa unite. timol d_q, wimlIife, per for unfilled weellf At de 20% If 19V Is I than weecifW==0 Iowl W%. wlnm V.W' - a , r.3. 2. N.k - Not Reel 9. Safe 0" We WWI up—mp0midd .1l..= rf= W Uo ...haft iip—,Plftd, 4, Safe 00"' towed w gTdw 40 or 5- 1& mrm, 1 Addltxm' ei low Capacity can ml the a, by provil addill -n= .0swrl be,- tft pi=. 6, OM teuld FW two 45 ratCra in 8" 10till w I, Trim m I.CiViii f the WF I=,imimil, dl CoKu= i,eel ,%tlnq lnemot and show- at d,01Cq Fib UM 8, lintel for not lilb-, — gaff land lr ... IV—- fwugft. n l a p0ul pff IIMW F..t q, All W i70' W) lUlrT mcr) WAT 0, 10 pil Ppjw_ w 51, 4') bin 4PRW,- 6T—"' 02 4h albs jTaP9g Ja 5S114 1 1- V If -Z-47l VALUE BY 1596 FOR GRADE 40 FiEl_tl RESAR NnTF<-,. ALLIED LINTEL TABLES repel' I. AM 4, Ft For tud ctvxrete :M00p:1 5. * A5TM C-911 mttPfylTpen' A5TMI nt or S a, li all Jta lint"15 4" [3LCI B. antaCp toltu1ated with 1-5 mom. 01 e- ta-ng 41milliftliIn 11. For engthwnpm tund m FIELD REMAR 3 il 40 CONCRETE FILL FIELD REEAR 11D r.R 40 Rl VALUE BY 2596 FOR SP—AUE40 F15LM RESAR a al I z r P Z 44 jnM0ITr pt m 4 m m Fn m ro z z Iz— rz- r.- Iz- m zLp I I Ln Lrl I Z V) ryWyry In Is Is- 1,1111 ACTIAL N m m 7- 1 A CENTEX HOMES 2724 (GAR. RT.) ll Orlando Olvislon 385 Douglas Avisnue LINTELDIAGRAMPhon ; 407.01.2150 suits 2000 Fill 407.861.4089 Altamotfla Springs, Fl. 32114 NOTES:I (CAST-CRETE SAFE LOAD TABLES MATERIALS I FOR GRAVITY, UPLIFT & LATERAL LOADS I. f'c precast 1-Ef3tei5 = fl 2, f'G prP.StfiP55ed 3. fc -out = 3000{ h' pi 5 = 0531_ Jb" agcgregate. 4, Ga-c-ete masonry ±;nits (GMu} per A5TM G90 wJ mtniino net area compressive strength = Ig00 psi. 5. Reber provided to precast lintel per A5TM A675 GR60_ Field rebor per ASTM A&I5 GR40 or OR(9O. 6 Freetress„g strand per A5TM A416 eg-ade 270 low relaxation. 7 7i32 ire per ASTM A5I0. p Mortar per A5TM G270 type M or 5. 1_ Provide fu11 rnortor head and bed joints_ 2 Shore f113ed Dnteis ce retpred. 3 lnstollotion of lint,-! must comply reith the architecturaland/or 5tr"uctvra3 drawings. 4 Lintels are monuPact-cal with 5-1/2" long notches at the ends to acc odate vertica7 c-'H rekrforcirig and out". 5 Ali finteis meet or exceed L1560 verticai deflection, except 3knteislT-4" o d ionrger rx£tih a riaminol 3ieight of 3" meet or exceed L/00_ 6 Pattom field added reber to be Iocoted at the bottom caoftheiantel vity. 7 7JP,2" diamekzr sore stirrups are welded to the bottom steel for moGhonicol anGhorago. Gast -in -place concrete mcpy be provided r composite iinte£ {n lieu of concrete ma—tl units. 9 Safe food rratre-- based on radar of design crbaluusis perAGI318, and AGi 550 SAFE LOAD TA5LE NOTES L All vaPi,es based an mim--imi 4" bearing- Exception Safe ioads for unfilled lintels must be red=ced by 209 if bead e length; is less than 6-1J2". Safe toads Far ail ret.essed intzls based on 5' nomnol bearing 2. N,R =Plot Rated- 3_ Safe loods are total superlmrposed allowable load on the section spec7fbed_ 4. 5ofe loads based on T, 40 or grade 60 fie4d rdoar, 5. Additional lateral food copociN can be obtained by the de5lgner by provid" ada3fonai reinforced rnasoru"y above the precast lintel_ 6. One #7 re-bor may be svbstitvted for t.o #5 reborn In o" ilntels only. 7. T'.^e de5'encr may evai»ate concentrated loads from the safe load tables by cofculat'r8 the maximum resisting moment and shear at d-away from the face,.. of support. 6. For Gomposlte lintel heights rot shown, use safe Toad from next lower height_ q. All safe roads in units of pounds per !moor feat_ 8"__,PRECAST W/ 2" RECESS DOOR U—LINTELS REDUCE VALUE Ev 15% FOR GRADE 40 FIELD R--3AR F- CGINEERI VG 77i_gp,yg €—) 774-77 a.o. acs t 613 as a uns nxreas o. sf arsis 8" PRECAST & PRESTRESSED U—LINTELS 8" PRECAST & PRESTRESSED U—LINTELS tZEilUGE VALUE 5Y 255o FOR' GRADE 40 FIELD REvAR E G _LIE LINTEL TABLES MATER#ALS INSTALLATION all- to orecast lint,-] GRbO per ASTM A615 2 rem r pared a--- GR40 per A5TM A.615 3. f c or t like#s =4000ps1 4. Firecavcfr:e d ooricreto =3000psi 5 co .c e e masonry un+ts per ASTM G-9G o cv per A5Yl, G270 tup. M ar 5 b. Richard 6. hteVwncen, P.E., Ridd e Ne>vman Englneerkng Inc. i the n1I cx;nposlte Bntois 4" OL. n a or;.pos,t_o beams cralcuioted rvIth 1#5 m top cf b-- q f Toads based on nominal 8" bcormx r4 krurn:m)_ LIP a i %aods shcrrv m pounds per B"^ Faat 31 io lengthen not fisted ure next ior gerengthforsafek'a ! FIELD REBAR 5 Sf2 401 q QCONCRETE FILL T FFIELD REBAR FIELD REBAF- S fR 40 ALLIED_ GRAVITY _SAFE LOAD_-TABtLE_FOR e' CONCRETE "U" LINTELS LINTEL 1_ { 8'%72' i fl X16 3 8 X2f 8"X 4 8"X28" 7j 8"X32 ii ` - lFNFl6LfDj ILLED FILLED FILUD FILLED FILS.ED FiL{ED FILLED j A 4 2'10" 654q 1 6257 }0;25 i 2000 1000 i20O0 120r"'O 120J0qt--- j{j{j{ AA _..._1 2 3&b 3&SB I 5237, -8 5 { 40122000 120000 200pl i 4,61 d474 55,61 Tji- 461b 24 902 V056 5550r22A - ] i&44 25 3214 40 q 4Ta0 5522 r"'.-i 9 fl 6 382 483 i 494 3^.36 2-^.02 3346 4b9 4&3 547 1170 1522 iE,5, 2556 I A } 114' 502 612 i125 5301 2002- 2455 293I 3399 A 9 2 b" 42 415& 400 1224 272I { 3 - - - -- - -- A j0 134' 3S3 1 4l4 774 f053 i5&i €692 2024 2341 V AA 11 -^14 0_" . -542 373 (,90 { 1,2551510 A 13 174 05 4 611 80& 9&& 1&8 33&O 0162415-7 24 W4- 3 lqE & I480 I A j 20-0". _... 225 365 473 I 784 f052 j i _ _ 3 L _ - -i . . 1_... 30D 15rr i83 ALLIED UPLIFT AND ._ LATERAL SAFE LOADS F9R-__8-- CONCRETE U" LINTELS 7 Sib"ACTUAL ---- _ - ---- S' „ _ TER 8 XS 8RB" X 2-X75" 8"X 0 8 X24 & X28` 8 X32" LA£RAt LOAD LINTEL NO, LENGTHs1az { UNPLLED fti LED PILLED FILLED FILLED FILLED FILL E I FILLED8X8 RLLED A j 24D" 5Pg6 j 3150 J ,i44 10000 i0000 i000") IGOGGG lOfl 4468 5445 10000 10000 10000 ]POOP IOPO0 25G2 A-5 c , 8 105 4224 5,100 &205 9440i 10000 i0000 415 A 4 5P0- 57 - 6P3 2360 331 4300O 5305 67b66 '724,5 7T7 iii 255 5514254 -- A-6 a4e22& 252 934 296 2552 205q 2542 4607- 475 2 29 "_., 42 A-7 iP` 6" 05 209 -756 10411 i341 1662 202547 32 . 7 A_g 4" 3O3 333 652 917 7P 452 75i 2k 2& -451 i2'5' - - 247—282— j1 635 76P 94i 9232 1464 16 35l 13'4" 255 2533 I 510 703 Srt2 1 11CxS 1505 1: O A-11 14'0" ^ 225 _-324 4-75 652 &24 V025 liq 1 55 2&8 A-12 14'b' I99 215 442 6P9 769 -55 ;1 1 62 A-15 174" i45 25-3 354 4a3 &05 755 b42 A-14 39 4" Ib4 214 30$ 420 525 657 7i5 8 21 r--",A-15 200'- 041 205 2a6 405 504 630 6H0 7& 1t& y---7 d sigr etl — EE- n W-. errnY a ; gn by awv sheet: 1 A.1 Of: Eam 171 2,4 FlIST - [7 O f2) u-5TRA S - i1T1T, um3. I 20.-3-8 40-0-0 2 'R- FLOOR 8c ROOF TRUSS LAYOUT 'B' VZ' S7R.Qir-sNT 117' T74READED 'LI1C ` 058. ROD { SI-AT4L Xa 0 x S AB_ V 22X4 WZ% S37' O/C 16, OL_ 2x4 BOTTOM FLATE 3/4' F'L ALTERNATE 2-STORY 2x4 5OARD AliACH AES T(BL(}CK%'Mit}D) u FLOOR TRUSS 5EE P05T 5TRA7'PT24' OG. 6ON t 2nd FLF; Pi 2'>r" STL.. PER PLAN TLC aWVALENT MAT BE 5U55TITUTED U 6Loa< LYV F DE51---N 'Tt V2' 671a.ALC44 1 s5 BAR NALL YALt S; - R4, - ON 9 A DE&&GN e'EGFICATION5 1!t" ADED IwAl FOR TR-tCTION FROM ROD 32° 0/C ®`-+TRAP TABLE aR. - NAIL5 AND SFKE5 - 2'YS' 5TL. $LO+4Y. TO FLOOR LA. LOAD DE5r--44 vALLF-S' 2uk4s f-R 5 TfE . EVERY 3cd STUD f'.-a®.ecmvl fi.00R NAJL BLEAR VALUE (fie.) TO 2nd FLOOR STUD ad 103' SI OCK d L TO 2ND STORY STRAPPING Y ALTERNATE 2-STORY- 1 WY ATTACHUENT(OP) l 8-4-0 20-8-0 40-0-0 RIPSON Ti HT54 j FLOOROR & KOHL TRUSS LAYOUT )B ) 1 T5 tE:5E5 TRu55 r .5 EIJNEEF-'lN(z LAYOArm FOR TRUS5- TO-TRUSS COtv'NEGTORS ROOF - NOTE; U USE fU TYPE 'C* (OR R4TERC:i LE TIE) FOR Tflil5 TO FR4i7E WALL OR BEAM COWIECTtON U4L.E55 NOTED O-R EFMASE (UN.OJ 2) USE ( 1) TyM 'A' FOR R4TERCLL4WTIE) FOR TRUSS TO BLOCK tw_L CIOPNECTION fUN.O.) 3) USE 6- N (OR RCF1AWlEAY3LE TIETCJR ALL JOIST PANDER C f ) 4) USE (3) 16d OR (3) IN x 3 1W PASELODE fed NAIL TO FASTEN JACK TO (TAB) 5} RE fV TYPE -A' OR tD TYPE `C 6TR4P AT 45' OK FFXAM CENTER OF TRJ55. s 2.4 LEDGER TO HAM" 5artOtl CHORD SLOPE OF $GWWR TRkSS 2.4 ELOOKW. - AW or_ ATTAC4; TO CE155CM CLIJSTM4 5 Nl= . $Dd HALSor (2) Tod 94A-5 J110NF. DETAIL L- BRACE TO EXTEND AT OR W, 50% OF EEO LE rn4 (SEE TAOLFLEAST licvXr i - tod MAA-S - 4' 0,-- 2. 4 PANEL MOC"4S - 4W Or- k. DOUBLE L84TM - GABLE END FORWE (4) ROWS OF TFaJe-AES W (V 5N EACH ODLM5E FROMEA. E V ;T=YPSC-,AL ATTAC zY C) I&d TOEN,6'LaVr X V, WEDGE ANOW115 32' OA- GIT-- Ul UALL BOARD 2. 5 PS. LEDGE f2i 3 VERT- BAR SEE FOMDAMH PLM A SECTION FOR EXACT LOCATIOW BAY- 1 l/ w 05e L' BIRACE TOE AT LEAST OR La. cvx W, OF UEE3 LENGTP (SEE TABU) 2. 4 VLW- BRACE . 49 Or- w tA) IlDd NAILS ®EA ERD FR5T TWO BAYS GABLE TFdr-6STRAP TYPE e Awac, $06 HAILS 4 ffg Wd MAR-5 . 4' Or- 2xA F-AeL OLOCKNO• 48' OC, FOR TAB a; ROM OF TRISSES OYSRLAP &VA19W, W FpOMEAENDTYMCALIrMKSPLICEV,d ATTAaWW (2) TOE"" G oyp&jl YPSt" WALL Bal 511 8 AT 31-01 Or- 2.4 STUDS - lb* or_ IV 2. 4 IG . rW OFAN eLocr7K.4DRTUOLL MOOD FFZQ-Wr. WALL) aPLATE NOW -- OF ( 2) und KQL& Or Wf Wd MMLS GAME IRMS WEB SEO j"N PETAL GABLE TF&tss S"EAT'm"G 7 4 OflaXE OR BETTER rfi oc, ATTAcm f ) *d TOEMALS Of- OCtIBLE LNTEL - GABLE END IW fo -, 1,1EAC11 CO s Von. BAR fSEE PLM VOR LOCAT;OW TYPICM- gjABLE ATTACHMENT TO CONCRETE END WALL NOE, SM t MTALLAT" 0 IN AD04TIO14 TO 5RAAn43 REQUOW,Tt OF TRIS& HAMPACMER 41 OC- 106 MAILS - 4' Or- iviam- mff ".Mumm U4 TOP PLATE 2 rks- 11 T \ UL, 5 PRODUCT DESGRIt'TIOP GOMPLIANGE FASTENERS DESIGN LOADS (LBS.) UPLIFT MAXX DFLISYP SPFCODELISTING A META18 — CONCRETE STRAP SBCCI 9603 1 I 14-10dx1.5",(2 piy 10-16d 1500 1495 B H5 HURRICANE CLIP HER 393,422,432 4--8d, 4-8d 1485 455 265 C MTS16 TWIST TIE NER 413 14-10d 3116 --- 1000 860 D — LSTA30 STRAP TE NER 413, 443 22_-10d 1670 1670 E HUS26 SINGLE FACE MOUNT HANGER NER 393 14-16d 6- 16d 10000 1550 1110 - F HUS26-2 DOUBLE FACE MOUNT HANGER NER 393 4-16d 4-16d 8033 1080 77_5_ ML MBHA3.56 7.25 MASONRU HANGER 8" SBCCI 9603 18--10d, 2 ATR 3 40 x 8" 5955 1885 1355 MH MBHA3.56 9.25 MASONRY HANGER 9.25 SBCCI 9603 14-10d, 2 A1R 34"0 x 8" 6050 3145 2260 MG MBHA3.56 1 1. 25 MASONRY HANGER 12" SBCCI 9603 14-10 2} ATR 3/4" x 8" 6050 3145 2260 93 469 7 8"M A 8 28667 6465 4650 0 W 2 Z d u) O Q HDBA SP4 — HOLDO IN TO 3 d00D TOP PLAT ANCHORS 4X NER NER 3 1 432,443,499 6--10d x 1.5" 2917 735 530 R SP6 --- TOP PLATE ANCHOR 6X NER 432,443,499 6-10d x 1.5"- 2917 735 530 31,2 X HCT-2 HEAVY GIRDER TIE DOWN HER 432 8--10d & 3 4"0 or LBP 5 8"gib1----- 28333 8665 6485 3. aa AA-_ BC4 POST ANCHOR--& CAP 4x4 NER 421 3-16d & 3-16d 3100 980 700 Ifis 8B BC6 - T POST- ANCHOR & CAP 6x6 HER 421 6-16d & 6-16d 4700 1050 750 Asa CC BC46 POST ANCHOR & CAP 4x6 HER 421 6-16d & 3-16d 3100 980 700 s GG HTS20 HEAVY TWST TIE NER 413 24--10d x 1.5" 4430 _ 1450 1245 04 list Il H02A HflLDO N TO 3" WOOD NcR 393,469 2) 5/8" 12150 _ 2775 2000 fCN -- 11 MM HETA20 HEAVY CONCRETE STRAP HER 3:93,469 1 I 14-10dx1.5 , 2jply 14-10d 1735 1495 LL HHETA20 CONCRETE STRAP — NER 3,469 1 i 17-10dx1.5", 2 i 15-16d 2130 1860 W O0 MTT28B HOLDDOWN HER 393 432 24-16d AND 5 8" OR 3 4" DIA A 4455 4455 O HiI ill nt gees W by awv 81-22-61 sheet ENGINEERING .1 7) T Fh (467) Ti4-8dTT 9-A $ 161613 F1- 3Z%N JUNIJ7 2003 1 PE; 638i9 Of- ESL t2E J p f iFOVIDE 2X4 HLOCKfNG IN TFIE FIRZ&T TWREE SPACES AT 40' O.C. REMAINDER TO BE BL D AT 90" O.G. OR RAT FA5 FASTEN FLOOR 5HEATHING TO FRAMIW, W1 UtITF9 ad COM-IONS OF- 8J HOT DfF'F'ED GAL'/ANIZED NAILS AT T14E FOLLOW iG- SF-ACVG: 1) f,'ON CENTER AT ALL P/INEL EC>GE FF.AI'1dNG- 2) I2" ON CENTER AT L'LL i 1TFF34FDIATE FRAMfW- FLOOR FIAMINdCs CS owN, -h" OlC) Z- BL0(_-KIB 0 45" Ot MAX. IN FIRST THREE FRAMING SPACES .4 D.C. TNERF_FCARIE FLOOR iAGITND i1ALLS NOTE: A HLOCY E0 DtA144RA-, ZG" 15 CALLED FOR ON RSO PLAW T'R:O"YTDE 2x4 8LOC3CT ALL PLYUr',7OC, PANEL EDGES NAILS s 4' Or -FOR BLOCC.FD D A?"_xi2GG'1 ZGNI_ 8d NAILS AT 6' OC, OR 8d NAfi5 AT 4" O.G. OR -- - EQUALIVAL.ENT EaUALiVALEPT! 7iC A- TIC NAIL AT NAIL AT 5 EDGES Sa.1PPORTED EDGES AND AND 5LOCKRY AND 12' DC 1 12' Of--- R . FIELD POP, OTHER FIELD FOR SHADED AREA5 / AREAS OF ROOF 01 ROOF RSI J R[?OF HFATHING f'AILINC PPATLRII 't_ f f,1I Eh*v isa . D T,:C70D A-z TOENAIL FLOOR, TRUSS TO TOP PLATE W/16 FENNY NAIL5, (2) ON C'NE ',;DE, NON T4IE OTN: Fl. A NAIL 01TO 2 NALS INTO rTOF-PLATE PRE ENGUEERED ' U)OOD FLOOR TRIi55 _ 24. O.C. M o> ATEU- 7X- SLOCK€,F AT CSC15PAN - i6' O.C. STUD SPACING FOR AFT, 5FY, FRAT'E- WALL - 2X P.T, BOTTTPLATE EXPANSION BOLT 37, OL.' WALL 5T1U31, aWADER tW 14-i0d HAILS ROO' f ,AM _R SEE COTNECTGR OPART9BOTTOMOFHEADER5C:lTrI,LF FOR TRUSS F TOP PLATE T$ADER 2) 2r_10 UW UZ' COX FLITCH IAIol 055 OR CDX EC'AT7-fh R NAi D d./ Iod GALYaEDGE51`*1D nr HEADER STUDS-- 2x4 P%. 1_11_L STUD a321 1, D1 .t ;CHOR F Cl' RILE LENGTH sLA.L.L STiki3S ---- N0001,4NECTOF5 REatARED J V7' DIA x 8, ANCH4 t BOLTSEMBED 6' GNFO F,i,rvdD ATTO,y U!/ r1" x9/H' WASHERS, LO;: ATED VTW.;J b' OF A a E. D AND 3?" OC. UN 10-10d NAILS s 5OTTOM MAX OF LUALL 4 HEADER STUD 2x4 FT. F,OT7 -1 L 4 _ _ STRAP EVERY OTTER STUD TYPICAL FRAMING. AND C0NNECTION&, FOfR O ENiNG5 WOOD TRUSS STRAPPED 45T"CIt" ON TRUSS LAYOUT 2- 2X4 TOP _ FLATS — 219 ESERE',]UfREtgIdTS APPLY W14EN OU)/ DOOR MANUFACTUFTERS FA5TENW1, ETHOD 15 NOT 5PEC;EfED. 1 ETPRC JUG n - j'j ) 17 NAIL el* O DAAOR T-fEAVTERMEN x.-``_ - FkA.}LS 8'O!C 3"12A)C FROMEr3O5 7x4 SZUDS i. _.._.._ __. - ___ -_ TYF'.W1 N MIN. E"BEDt`FEN7 INTO BLOCK b" OC- L 2.) ALSO ADD 3/16' OIA, SELF TAPPWI Cam. T3M UP40O.UIDOOR QPLATEtNiCHOR _ _ ._ _ FRAME E1G-HT (5) W-4-E5FROM ENDS EVEROT: ER i3 MAX AND FORTY (40) W_W5 MAX. T STUD (TYP. STUD ON CENTER U7/ I• ttAN. EMBEDMENT `N...i BOTTG1l _ i.- f (j i BLOCK ATTAC44 UMIDOW TO BUCN W/ PS W SGREAti3 MAX. a' Of- AND MAX" 8^ O/C AND MAX 8" 0,0 FROM ENDS BOLTSEXPAN 9 f Rotas - I - T 1x ;3r_t,.-PS>— 48' OS:_--- 1 '" j jT, jj d,TE4h1ATE) CM WALL i I i i ! d - V INSTALL 3/V,• DiAt ETER SELF TAPPING K}f4 FR-AMINIG—&ISTRAPPINGKNEEWALL OVER CdU EXTERIOR WALL SHEATHiNG NAILING PATTERN DETAIL GO,'V- EL&W (a) 04C44ES MAX_ FROM ENDS AND 24' ON CENTER MAX, UU T' Mot EMBED. INTO BLOCK, FASTEN awboupDoop TO Er BucKs uvI 4 m0 SCREUIS 8' O/C MAX AND MAX. 5- FROM ENDS W/ 1' MTH- 13-06D. INTO B1F.CK TFV' 1 LBLOCK OPENING DETAIL frCR PT BUCK FAS eIG AND 35 PSF RAT267 f-'J. ZX N/ 1/2- DIAT4,'J" ESOLTS ® 48' ytr.. W G," YIN. TN15ED_ (TYPJ — TF3Ja5 BETILEEN STUDS DETAIL : TYP. EAR 10P _ DETAIL: TYFIGAL JAME3 FASTENING OVERHEAD GARAC3E DUOR SCALE: N T 5, TRLr1S 5TPAPPED A9 57-fOiN STRAPPED AS C.4 TEN55 LAYOUT ._./ . 5HO4kM ON ( 7) 2X- TOP PLATS -.--. TR3S5 ONDBL, 2X8 HEADER FOR A'- 6" MAX- OFENIN;a, DEL. 7XIO $TRAP WADER FORS -3" TTE zx- aLa ac IT z. c: Eraix-. No -- T4 A7 MfDSPAN T 'D SPAN,._ _. 16' O. C. STUDSP FOR UTT, 5*11 . WALLTE4 EVERY STUD fTYP. TOP 4 BOTTOM)-- Vi'X$' EXP. BOLTS a37` O. 0 DETAIL: tLaTEfIInR REAP( aG WALL V// NO UPLIFT ' t8 FRAMING_& STRAPPNG INTER_ -.BEARING_ 16 ^ Of;. 5TUD SPACSv IT ..ETI. FY :.. t)AL.L D PLATE AN'".,NOR E szY I VERY LT:•E'? 5TtlD tTTF'-) SLAB EXPANSION BOLT 9 ,0 FRAMING & STRAPPING: _ 1 INTERIOR BEARING WALL 0 DOOR GEHERAL = Liv: LnADs. G r ? FLOOR: 401ef 5TAIF- 1--plf T. E7 i': ph 3— gust. 3_ r,< TO BE FN ACCORDAtNti".E UHTH THE F+3, . 20--- 1 CHAPTER Io. t_ (a- IAh+GEs APPROVEa F3Y Ti-," RrINFER. st-BALL P€ F^ F,'ttTMD. Got-1CRETE 9.—. L.. iIJFY. T%E3E R1 STl24GT ACC'1`.4DANCEtRT1iTi1'c AG73k i L_L CONCRETE TYPE I PORTLAND GENT. (AST" C 150) fi#t' faE55SVE 5TRENTN a 25 DAYS 5HALL BE 1500 p", FOR A55 AND FOOTINGS AND 302''D psi ELSEILWE 7E (UON ). YirA.!'9tUATER-CEMENT RATIO BY UE16,151` FOLLOUD SPECIFIEDNON-AIR A1R GC"P SSiVE LINED ENTRAttlIED ST; :E?,'- Ttd !pall COt4CR_TE CON! F-7 a6l 0. 54 32ZVi058 L.Gf ONGRADE 1. OTHER 14TER - POTABLE C.uLORtDE NONE2, t" R iv:DE NORN4L WESG04T AGGREGATE5 IN C,_ r ij,%NCF UATi4 TI-E RC. FI TF M _NTSGl46TMC 33. I .: SH FO'tz, SL510 BE AT A RATVO OF '5 LBSJ'(APEl. FQi NDATIONS -- I TOOTING Dc5Y_, N EASED Ott MWTIUM ALL E S01L BEART,'4fi PRESSURE :F2000" W. 2 F R- Y, ELEVATION OCCURSIN OfSTUR$EDiP4S7A+3T.E ORL@{.,AUTABLE Ti41 .C. TM. ER `-.,HALL BE NOTIFIED AND NECESSARY ADAESTMENTS BE MADE 4£R H15 U45TRUCTIONS. 3 FF I, , ATI,0N CE TWSUB--RADE TO FOLLOIU RECO IMENDATIGJ5 A5 O'JTLiNED tt . FON..,CW- W-AL REPORT. SOIL, 5TI IN 11) 4LL FOOTIRS5 5PALL NOT EXCEED A SLC' c C /EF"TICAL TO (2) ZONTAL- j'ON SHALL BE USED Uh4EN OPERA.T@Y ', : RATORY COITr'ACTION D=F^?ENT NEAR r Z+7,:S EvTR,!Y ;URES TOAVOID TPI: RISK OF DATA E TO Ti-IE 5TEICTLJRE t V ti MA7EPJAL AND ( YIANSHTP SHALL BE IN ACCf RiIAMCE UIiTH TT% ACt STANDARD 3 t CODE BEOWFMENT5 FOR CCAICF ETEfiilx`fJ.:RY 3TFd.3CTU` 5 AC1 53'd/ACI 5301 f a ,DIC A TED TO BE FILLED &HALL EE 6FOUTr-D 4A7i4 3000 pat CO* -_R .T . f5" TO #0'° SLU-TP) LAP FOR STEEL ® ALL LOCA ION5 t ! _L5 ADJACENT TO COR71MRS, END OF "EAR WALL.5 AND NNO R Cd,^FGE'NTRATED LOADS S ._C ATAN VERTICAL REVTFOR. CI?,, AND 5IIALL 5E SILLED U3ITN CONCRETE, B' OCKSSHALL COI-Ofl TO AS -TM (. ': (.a DA•' sTR N yTN 25,-O pail (rm 500 pail, N 6' ,NIM., ETOf V, u. , f t.1. BETYPE N. SHALL BE GRADE 40 UNLESS UN. O- lJ (D ED . i AL lf' OD FFAMING AND PRE-ENGRRZERED UOOD TR1SSEE SHALL BE DE5!Ci ED, DETAILED, AND GATED INACCORDANCE U l" THE FROCEDUR..E5 AND REOUIREMENT5 CIJTLg4ED N THE LATEST 1, { 0,' Tu= NATfONAt DE51*N 5f`ECIFi-ATFON5 FOR il'OOD CA.'15T RL T ON. F+. OGIOD TRV55E5 SHALLBE 51ZED AND DETAtLFD TO FiT TPE D1MENSAO45 AND LOADS WDICATED. L D 5lc,s Bl,%LLBETNACCOF21DAW-E UU3TH ALLOWABLE VALUES AND SEGVONFROPERTer, x D A'NE, APPROVED BY THE BU1LDKI, COBS DFSlrs"+li CALCULATIONS &r! NED AND SEALED BYx5DPRCFF'SSIOfAL Ew WEER ARE TOBESUB-STTED TO THE EN NE.ERFOR A"PRCVAL., 3. FyPIANLI!T BFRJ T93Cs PERRET DJOULA.R TO THE SPAN Ti4E TF37S5E5 SHALL BE pRflY1DED AS i -U BY TIIE TRUSS MAXl, 1A1-_TUFrR. TRUSS "AIAFACTUR'ER SHALLPROV;DE STATEMENT THATr ,_ !'I.'J7,p OF ROOF Tt7155_5 ARE x?.RA i"D DU>F, t. L'F-'L1Ft [,(jl4i'fTiOl1. 1 ICI, TRr-TURAL LUMBER, PRO/ ADE THE FOLLOiUNC GRAD= AND 5 cI- ES Tt, R'4 HIT,- 5u .. ACES DRY US=D AT Nry t211. ", C. GRADENO2 Ott 5R CE PNE FIR t G eD- ND-2 F{i' )J DE GAL*IANTZED tE7AL HA', nERS AND fR.A,^MING G!*'f-§4^R3 O tHESIZE AND TYPE aT LADED 13Y THEM ACTURERFOR EACH u5 ^..,'_UD71 F-CP"'itE'd D 7,:A#L5. (pLr1w_5 OR FaUIVALENT) b L ! T USED FOR UYOOD OCN5TFdK_VON SHALL BE A C7i?NU-=uM OFG It2" !:IWET=_R AND 6' IN S7M A 301; UUTH M;N. I V2" DIA"I. W45iiER UNfl- l. ? atDF.. RAP'i1NG MEMBERS OF SIZES AND OF5PACrrS SHOtLN OR fF NOT SFKA1K C. Y UBTH vTUP 1-'ER W S 17.i44, RT. DO NOT SPLICE 5TFN1_7UF',4L MEMBERS `-3ETti-Ea4 SUPPORTS, bUOR AND NABL2v AS TO C TLY UTT44 TYx TL=Gf"2yE`:DED "dAfL 'tt i SCf-DULE FROMTUI' 5_f1,NC1ARJBUILDING CODE, LATEST EDITION 9. RO ,: 51-EATI-144,, 1/14 OSE OR i2' CDX ii?.v 'GS FOR NAILW-PATTERNS. vEF IFICATiON OF FIELD CONDITIONS I. CO NRAC7OR SHALL vERTFY ALL FIELD CONDITIONS AND Dd'IEN&tONS RELATIVE TO SAME UbdERE TFEE RE ARE OoNEL CTS BETUEEN ACTUAL FIELD CONI:ITTKVS AND DATA F`R--SENTED UN TWE FIRAUMLr.5, CONDITIONS 5HALL BE CALLED TO THE ARO141TEC7'5 ATTENTIO?1 AID NECESSARY ADJUSTMENTS A, E P-F: HIS NSTR CTIONS- L PC` A•:G ,2 BOLTS USE FDIC HES OR EaJ3VALEN (A-36 OR A-3'J1 STEEL) 2v4 ?LOG KTR5 ON ALL SIDES OFTIME RUE VENTS iLUTH Pad NAILS AT 4" ON CEN7£32 R ICA E ENGINEERING t'D n s rmc Fwa naam eg sze az, a 1-5 ; V 5s° cq g$ 3i a c ; j z c"asg bs fl jayys. Sg g L a Us o 2vstiwvs: 03 e, , 4 Grarrn ai-,. _Cesg" da&s; OY- 22- 0t sheet: Of. 0 OGW - 7X4 To EAC34 TRU`56 M rq ERE ROO= TRL651/I6' SOLID R00FTRL65_ FRAMING SECTION THRU CHIMNEYCfjINTERIORCHIMNEY DETAILS q V2_ THE SLZI OF TWO RSER5 4i0 0 e TREAD ' EXCLU54VE OF THE FT;CTiGN OF N, 5"ALL E'"o LE55 2XI2 TREAD THAN 24° NCI EXCEED 75' HAAIDRAI 1/0' TO 1/7' GAP TYP_ METAL 5fZ4CKET6I 36, 2x12 STAIR 5TRWI ER 2X6 5FACR-r, M,4X- DETAIL- TF F"[) o _IX0 RISER 5A(__<1 ETA 1 F, T REA E) 'x, A w VV EIRMAl-L 2X STUD WA4,L DM PIR SKIRT w RAKED WALL 2.12 -I'm2XV , TREAD 57fATSTARS 'WrER DETAIL - HAND F_'A I L TO WALL OF HTS* MR CFVW7' STRAPS TO FEW, T* TO CM 5rr_19v EACH STRAP) EACH STRAP) 4 4 F AN 'A' STRAP 16 "5F1_ACFF> OR PORSOTTEN AFTER TVZ POF THE LNTFL BEAM AT TOP OF CM WALL TIOq A Uk>OD TFIr-'s MTS% CAN TITUTED FOR EACH MISSED 'A' 5TFAP (TYP. U.ONJFIZOIADE 20 Ga. GALV_ PLE SECUFE EACH MT516 STRAP FL,45 h FOR TRUSS FALLTHEATTTABLEANDTOSITCINAOCI:W. TO TI-15 UPLFT SHOM FRO" THE TTALL ALL TAR'CCNS UATk I-V2' MAIL e'15ED. L-R-JFL BEAM UVM -, C.N. SRIPSION MTS16 ATTACH TAFCC?45 EVER1, OTHER HOLE NOTE, TAFrC*45 5"OU-0 5E NSTALLED N 5TFd--T ANCE WtN Ti-E K44NLFACTtIREF S FEC42- TIENDATIONS I of AC U-N To ZRTLU F :A;A]TM DMXTU)AL 2 "LID w7v2X4STFJWIER DETAIL. STAIR TREAD D WALL m ft v ff affiflll MRM., A — I F FIIFFF W1. iiEi OWN m__ 0ftR WWO. 0mwi - PI@003mMisisWSM101104 PROVIDE 25't 5PLbCE5 (TYP-) flLLr1> CUL_4W v -, VERTICAL Epoxy GROUT 5 Wo FOOTW, AN Eemi tw 61 r191L I BEAM 24' 15 AT 45' 24' PROVIDE (V -, AT 413" E50ND BEAM V Or- VEW, AND f2) S 1) 5 czw- BELOW EA FCeT LOCATICN FILL ALL CELLS OT14 2500 PSI CZ,W- ALTERNATE ikOG S IN plv. 13- CM WALL URACE IEXTEFZ OR 5ffDIE OF WALL Utq' R',V. COT"SPACTION OF THIS AREA 5 - 40- 0C. t4cm EPDXY c1RcXUT EE *45TALLED N STF4CT ACCOFM ANCE UM TWE MAlkFACTURE-fZ5 FECCI ATIOWS, L65 5i4EATVAW, x4 01C EA, SIDE fTTPJ FRC_ 4 15LOCKNC DEASTT:, E (TyP.) 3/4' FLOOF, 5HEATP94G NOTE: SEE FLOOR FLAN FOR TREAD DEPTH iL A 10t I(,,, U1000 FLF_ TF,U55,E6 QMAX, 2'0" 0, C, Ix" 2XI2 &TRII ° EIR FASTENED e BOTTOM 4 UE1)6,ED 4 TOENAILEE) INTO 2- 2XIO a TOP TYFIGAL 5INC3LF FRUN STAIR 2x4 NAILER 010. ENGINEERING 7) 77a-- sbo3 W; (4" 1.1613 F T t_lt=QST SIBmoans1. 1) 5 clw_ 2) TS22 (24UPLb_ max LEFLIFT),x z,ER __ HUGPES IRT22M ( 2a3oLb. max Lh-LFT) or FF OFEN e 2) SE?-rO ADS-2 (3412Lb, max LFLIFT). FEAD Jr. AT 45' O.C_ FOR UEFFS, L/(2) 5L 2x4 POST SEE GRADE AWAY DOU3LE Tl_ PLAN FOR ajARTITY LFRCM PIDLSE PLATE 3' CLF-' COY.cz1w. A'S ALLRETyfl.) R RETAINING WAT AT y FOR PATIOSLA5 LEAVE 5FZACE5 N FLACE FOR I DAYS AFTER PATIO SLAB tS P0Lq;? E]D DETAIL for (2)SG eUE15STITUTION for (j)fj , C. IfRjDER OONKEOTION w _a V , Cc: ' 16 uCL TRUSS CSD (2-PLY) 2-5I SON L5TA30 2-2X4 TOP PLATE TYP 2-2X4 5 rF POST SIMPSON MTT2aB TO 2-2X4 POST WITH 5/8" DIA THREADED ROD 5/4" T4 C SUBFLOOR 2X4 BOTTOM PLATE TYP _ 16" DEEP FLOOR TRUSS 5/0" DIA THREADED ROD EPDXIED TO BOND BEAM 2-SIMPSON LSTA50 YW MIN EMBEDMENT TRUSS TO P05T SIMPSON MTT255 8" DLOGK WALL 2-SIMP50N MTT2bB BACK TO BACK SEE FOUNDATION PI FOR FOOTER SIZES 2-SIMPSON L5TA30 TFJ)SS TO POST 51MP50N MC6T WITH 5/8" DIA EXPANSION BOLT WITH 5" MINIMUM EME3EiiMENT iTRUSS 610 (2-PLY) 5/b" DIA THREADED ROD 2-SIMFSON MT516 TRUSS TO P05T 3IMP50N MTSI6 WITH 4 - 5/I6" DIA TAPGON5 2-4X6 POSTS CONNECTED TO DLOGK. WITH 5 - 5/4" PIA THRU-BOLTS WITH 2°X2"XI/8" 50 P4A51-IEa25 5/8° DIA EXPANSION 5OLTS WITH 6" MINIMUM E-M-RE-01MENT TU5 5P ANC 61P CONN E--CT(='`1;;Zr----: Im Sum or- (2) R15ER5 FLU5 0) TRF----AP MUST 5/4" 5UE3-FLOOR FLOOD. TRUSS 2X8 57AIR LEDGER CONNECTED TO FLOOR Ix TRUSS Nl iOd NAILS42XI2TRED-----' AT b" O.G. HANDRAIL TO HAVE A CIRCULAR TTAGH EACH 2X12 STRINGER TO GROSS SECTION DIAMETER BETY+IEEN LEED6FER 1 I7H (2)I&d NAILS 7HRU 11/2" TO 2", OR TO PROVIDE GROSS m L iC7ER INTO STRINGER AND (2)I0d SECTION WITH F-OUIVALENT x NAILS TOE -NAILED ON EAGH SIDE GRA5PA5ILI PERFORMANCE x ATTAG14 R15ER TO EACH 57RIN R SDI/(5)ad NAILS REFER TO FLOOR PLAN FOR STAIR ATTACH TREAD TO EACH 5EG7ION SPECIFIC TO THIS MODEL o 5TRINOER /(5)IOd AILS SPACER TO EACH 57US) VSIITH (2)10d NAILS MIN TREAI = " EXCLUSIVE OfN051NO m sas E S aR w CL p z U) 0 z 0 U 5 BE j 5 fit lilt A Ui71- 1 sheet 0 13 I 3 1,7' SH OVER 6 M. VAPOR 5ARRIER OVER TREATED WOOD POST ODMPAOTED FILL PER PLAN IEE FLOOR PLAN) 2 • r, REBAR5 THICKENED SLAB AT K REARING PORCH POST 1 LI ORAIL GUARDRAIL ELEVATION FMERSESLAS8514#4CA-OVER 5. FELT OVER IA61 015B. — STRAPPED AS SHOW GN TRI LAYOUT I>a F.T. OVER D<5 CDR OVER 2X6 3/0 RSW fAaN PINE I FASCIA, OR Vr EXT- CIADE W CONT , ALkrt DRYWu VENTEID 5OFFfT SEE FLR- PLANM Df3L, 2X5 W-ADFR FOR P-4Ff'R,,r, ST F' R 4'- &' tt 4X OPENI, P51- xio1,EADER FOR S3 " 3 V21 COW- SLAB MAX OFEKaV, UNO. UWIBEFIIIE- ON Uh:;Gv F106T CLEAR CXX-VACTED PER FLOOR PLAN FILL av tic"ol-rn-w- MIRAPPED UY5TUC,--O BARSFTaul/2.5 7" e-Ift-19 FOR POST SIZE SCP SECTION@ COVERED PORCH 7F-65 LAYOUT c; 2-2XIO U-ILES6 OTI-EFW-IE NOTED ON FLOOR PLAN Typr-4LST FR45W (ALTER'"IF - 2-@)STP-4p TES ONE EACH 51DE7l2FR/5 CEDAR Fwte") Wc;,OD POST PER FLOOR PLAN OCNC- SLAB F<Fl POST SIZE PP ELEVATION @ REAR PORCH POSTE MONOLITHIC DETAILS SIMILAR BALUSTER W/ DEC, a,'Y' D RAIL A50VE THAT MEETS 6,R PAE3ILITY CODE m TRIM STAIR CON5TF;-' 5EYOND U"LL C. FIR C-14f: IX12c,<JjZT5OAF0 INSIDE) IMPERIA L PC X>GV RAIL LISTER CAP JALL FIleATH 2X4 5L- 24'Or- fmfi T=5 TYP, LATERAL Z-0-PORT TOP OF FRAME WALL 5 TO ROOF TRkr-, Es 2) Rl NAILS (TYP,? V7' DRYUIALL - 2 - 2X TOP PLATE w "Ql 32, 01c 1/2' DRY WAYLL-—F-H EATT 945LILAT10N STLrx-,o OVER METAL LATHOVER &' FELT OVER O$.5. TOP OF FR4l'F- UALL 2 X STX's V, I O/C 2xz W2 C. FIR 5KJRT80ARD HANDRAIL OVER) x EOTT. PLATE tW AB. 32' 0,0 AND "0' 32' O/C INTERIOR FORD4 iJ B BRACING AT ION—LOAD BRG. EXTERIOR WALLDETAIL2x6 PIANPRML RAIL GAP ABOVETHAT MEETS GRASPA51LITY CODE A OC I WK i TYTAitg®g D- WECOD RAL ELITE tKI2 C- MR, SKiRTBOARD tt STAIR GONSIiP- PAST L PAST U4ALL ALLY I LSWRRICANE ENGINEERINC3 0,) 77(407) r- 8477 M re 03 rtr»¢cat€ t: SPINM f!_ 3z— DETAIL 0 HANDRAIL X m de.g-d , M I 45--2-17 sheet S3Of