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HomeMy WebLinkAbout137 Pinefield Dr 03-2496 SFRp 1• PERMIT ADDRESS CONTRACTOR ADDRESS PHONE NUMBER PROPERTY OWNER ADDRESS PHONE NUMBER Maronda Homes Inc. of Florida 1101 N Keller Rd. Ste. F Orlando, FL 32810 CRC058496 407-475-9112 ELECTRICAL CONTRACTOR MECHANICAL CONTRACTOR PLUMBING CONTRACTOR MISCELLANEOUS CONTRACTOR PERMIT NUMBER MISCELLANEOUS CONTRACTOR FEE PERMIT NUMBER FEE SUBDIVISION 068 PERMIT # DATE Is, �Q OQ5 PERMIT DESCRIPTION PERMIT VALUATION SQUARE FOOTAGE d y I CERTIFICATE.OF OCCUPANCY / COMPLETION This is to certify that the building located at 137 PINEFIELD DR for which permit 03-00002496 has heretofore been issued on 8/04/03 has been completed according to plans and specifications filed in the office of the Buil ing Official prior to the issuance of said building permit, to wit as complies with all the building, plumbing, elbctricalQ zoning and subdivision regulations ordinances of the City of Sanford and with the provisions of these regulations. STAFF APPROVAL Subdivision Regulations Apply: DATE APPROVAL DATE BUILDING: FIRE: Finaled �_ Inspected ZONING: Inspected UTILITIES: Water Sewer Lines In Lines In Meter Sewer Set Tap Reclaimed Water ENGINEERING: Street Drainage a In �c,3 Paved Maintenance \ Bond \ �. PUBLIC WORKS: Street Name Street Signs �o Q Lights Storm Sewer � Driveway Street Work FEES PAID 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 AMOUNT 8 04 03 8/04/03 8/04/03 8/04/03 8/04/03 8/04/03 8/04/03 8/04/03 10.00 10.00 10.00 10.00 10.00 59.27 54.00 279.61 Yes No APPROVAL PAGE: 2 CERTIFICATE O,F OCCUPANCY / COMPLETION This is to certify that the building located at 137 PINEFIELD DR for which permit 03-00002496 has heretofore been issued on 8 04 03 has been completed according to plans and specifications filed in the office of the Building Official prior to the issuance of said building permit, to wit as complies with all the building, 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-POLICE IMPACT - RESID 8/04/03 91.93 01-RADON GAS TAX FEE 8/04/03 10.33 01-ROAD IMPACT FEES 8/04/03 847.00 01-RECOVERY FD/CERT. PGM. 8/04/03 10.33 01-SCHOOL IMPACT FEE 8/04/03 1384.00 WD IMPACT:SINGLE FAMILY 8/04/03 650.00 SD IMPACT:SINGLE FAMILY 8/04/03 1700.00 OWNER BUILDING OFFICIAL DATE CERTIFCATE OF OCCUPANCY REQUEST FOR FINAL INSPECTION **** SINGLE FAMILY RESIDENCE**** DATE: 2 16165 PERMIT ADDRESS: CONTRACTOR: PHONE #: -LA b1- y`1 J —Q \ \ a 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. � gineering Public Works ❑Utilities OtK cV.61-M17 t /oia3 ❑Fire ❑Zoning ❑Licensing CONDITIONS: (TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL) CERTIFCATE OF OCCUPANCY REQUEST FOR FINAL INSPECTION **** SINGLE FAMILY RESIDENCE**** DATE: Z b PERMIT #: ADDRESS: CONTRACTOR: PHONE #: yd1 - Ln J —`kma 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. -DEngineering OFire _ j�blic Works 2 )33 OZoning Utilities OLicensing CONDITIONS: (TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL) CERTIFCATE OF OCCUPANCY REQUEST FOR FINAL INSPECTION **** SINGLE FAMILY RESIDENCE**** DATE: 16 165 PERMIT #: ADDRESS: CONTRACTOR: PHONE #: yd1- �i`1 -Q\\a 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. OEngineering OFire OPublic AUtilitie OZoning IftLicensing CONDITIONS: (TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL) `!- ITNER S U R V E Y I N G 1 December 2003 City of Sanford Building Department 300 North Park Avenue Sanford, Florida 32771 Re:137 Pinefield Drive To Whom It May Concern: This is to certify that the finished floor elevation of the new building constructed at the above site meets or exceeds the requirements of Section 6- 7 of the City of Sanford Building Code. Should you have any questions or need additional information, please do not hesitate to call. Sincerely, R. Blair Kitner P.S.M. No. 3382 P.O. BOX 823 - SANFORD, FLORIDA 32772-0823 - (407) 322-2000 FEDERAL EMERGENCY MANAGEMENT AGENCY O.M.B. No. 3067-0077 NATIQNAL FLOOD INSURANCE PROGRAM Expires December 31, 200! 'ELEVATION CERTIFICATE Read the instructions on pages 1.7. SECTION A:PROPERTYOWNER INFORMATION Ahst,anoeComm use: _ t$U[U.Xrw S I_WNtK", NAMt Poky Number MARONDA HOMES - - - BUILDING STREET ADDRESS (6n�dudng Apt. Unit Suite, and/or ft. No.) OR P.O. ROUTE AND BOX NO. Company NAtC Mintier 137 PINEFIELD DRIVE - - . . . - .- CITY STATE ZIP CODE SANFORD FL 32771 PROPERTY DESCRIPTION (Lot and Block Numbers, Taos Parcel Number, Legal Desorption, etc.) LOT 121, CELERY LAKES PHASE 1 PLAT BOOK 62 PAGES 75 and 76 BUILDING USE (e.g., Residential, Non-residential, Addition, Accessory, etc. Use a Commerce area, if necessary.) RESIDENTIAL - LATTTUDEILONGITUDE (OPTIONAL) HORIZONTAL DATUM: SOURCE: GPS (Type)-. ( mid - #9 - A#.#7F' or ##. ❑ NAD 1927 ❑ NAD 1983 ❑ USGS Quad Map ❑ Other: SECTION B - FLOOD INSURANCE RATE MAP (FIRM) INFORMATION WAE W. STATE CITY OF SANFORD 20294 COMMUNITY NUM862 I B2. OLLE I FLORIDA 84. WP AND PANEL B7. FIRM PANEL 89. BASE FLOOD ELEVATIONS) NUMBER 135. SUFFIX 96. FIRM INDEX DATE EFFECTWEVISED DATE 138. R-000 ZONE(S) "(Zara AO. use depth dtoodng) 1211700065 E APR 1995 APR 1995 X NA 810. Indicate the source of the Base Flood Elevation (BFE) data or base flood depth entered in 89. ❑ FIS Profile ® FIRM ❑ Commu* Delermned ❑ Other(DescrlbeX B11. Indicate the elevation datum used forte BFE in 89: ® NGVD 1929 ❑ NAVD 19M ❑, Other (Describe} B12 Ls the buldhg baled n a Coastal Barter tZesouoes.System (CBRS) area or Otherwise P.mtaciad Area (OPA)?. : _ 0 Yes • M No Desianation Date - -- SECTION C - BUILDING ELEVATION INFORMATION (SURVEY REOUIREDI - C1. Building elevations are based on: ❑ Construction D►awirW ❑ Building under Construction• ® Find- ed Corutrxtion" — 'A new Elevation Certilicate will be required when construction of the building is complete. C2 Building Diagram Number 1(Select the building diagram most simian lo the building for which this certificate is being completed - see pages 6 and 7: If no diagram accurately represents the building, provide a slush or photograph.) C3. Elevations — Znnes Al V130, AE, AH, A (with BFE), VE, V1-V30, V (with BFE), AR, ARIA, ARIAE, ARIA1-AX, AR/AH, AR/AO Complete Items C3.,a4 below according lo the buidng diagram speciied in item C2 State the datum used. If the datum is diferent from the datum used for the BFE in Section B, convert the datum lo 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, lo document the datum conversion. Datum NGVD 29 ConversionlCommenls Elevation reference mark used Does the elevation reference mark used appearon the FIRM? ❑ Yes ® No j ❑ a) Tap of botlorm floor (including basement or enclosure) 22 52 fL(m) ❑ b) Top of neA higher floor 0 c) Botlom of lowest horizontal structural member (V zones ordy) NA _fL(m) . O d) Attached garage (top of slab) 22 02 R(m) (3e) Lowest elevation d madnimery a %Vor equpment w a servicing the building (Describe in a Comments area) 21. 7 t(m)- O f) Lowest adjacent (flnlStned) grade (LAG) 21. 5 L(m) z - O g) Highest adjacent (finished) grade (HAG) 21. 81(m) 0 h) No. of permanent openings (Ilood vents) within 1 ft above adjacent grade NA 0 ) Total area of 9 permanent openings (flood vents) in C3.h NA 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 R BLAIR KITNER LICENSE NUMBER P.S.M. 3382 TITLE PRESIDENT COMPANY NAME KITNER SURVEYING, INC. ADDRESS CITY STATE ZIPCODE 2597 SANFORD AVENUE / SANFORD FL 32772 DATE TELEPHONE 3 DEC 2003 407-M-2000 IMPORTANT: In these spaces, copy the correspondng information from Section A. F« treuarne C«rpay Us& �' BULDING STREET ADDRESS (kit kft Apt, Unk Su ardor BIB. Na) OR P.O. ROUTE AND BOX NO. PO4 Nurtber 137 PINERELD DRIVE CITY Y STATE ZIP CODE Carp" NAIL kvtw SANFORD FL 32771 SECTION D - SURVEYOR, ENGINEER; ORARCW MCTCERTIRCATION (CONTINUED) .... Copy both sides of this Elevation Cartificate for (1) community official, (2) insurance agenUom parry, and (3) bulding owner. COMMENTS . . ❑ Check here if abchrrlents SECTION E - BUILDING ELEVATION INFORMATION (SURVEY NOT REQUIRED) FOR ZONE AO AND ZONE A (IMMOUT BFE) For Zane AO and Zone A (without BFE), oornpleUe Items E1 through E4. If the Elevation Certkate is intended for use as supportirng Information for a LOMA or LOMR-F, Section C must be completed. El. Building Diagram Number _(Select the bulding diagram most similar to the bulding for which this certificate is being completed — see pages 6 and 7. If no diagram accurately represent the buiding, provide a sketch or ox)bgraph.) EZ The lop of the botl om floor (ndud'ng basement or enclosure) of the building is _ fL(m) _in.(an) ❑ above or ❑ below (check one) the highest adjacent grade. (Use natural grade, Iavaiable). E3. For Buidrng Diagrams 68 with openings (seepage 4 the next higher floor or elevated floor (elevation b) of fhe bulling is _ fL(m) _i n.(om) above the highest adjacent grade. Complete items C3.h and C3.i on front of fbim. E4. The lop of the platform of machinery ardRa equipment servicing the building is _ fL(m) _in.(om) ❑ above or ❑ below (check one) the highest adjacent grade. (Use natural grade, I available). E5. For Zone AO only. If no flood depth number is avaial* is the by of the botbm floor elevated in amordanoe with the communWs floodplain management ordnance? ❑ Yes ❑ No ❑ Unknown. The local k>fW must oe* this irdorrnation in Section G. SECTION F =•PROPERTY OWNER(OR OWNER'S REPRESENTATIVE) CERTIFICATION — The properly owner orowner's aut armed repiew who eanpleles Sections A, B, C (Hems C3.h and C3.i only, arhd E for Zone A (without a FEMA-issued or community - Issued BFE) or Zone AO must sign here. The dstoments in Secdom A Q C, and E and ached to fire best olmykwA9dge. PROPERTY OWNER'S OR OWNERS AUTHORIZED REPRESENTATIVES NAME ADDRESS CITY STATE' ZIP CODE SIGNATURE DATE TELEPHONE COMMENTS — ❑ Check here if attaclrrwts SECTION G - COMMUNITY INFORMATION (OPTIONAL) The local official who is aufb" bylaw or ordehanoe b administer the eommunWs floodplain management ordinance can oanpletfe Sections A, B, C (or E), and G of this Bevation Certificate. Complete the applicable ilem(s) and sign below. G1. ❑ The cif m in Section C was taken from other documentation that has been signed and embossed by a licensed surveyor, engineer, oa archbectwho's atthortaed by state a local law to c erh'y elevation lribmation. (Indicate the source and date of the elevation data in the Comments area below.) GZ ❑ A community official completed Section E for a building located in Zone A (without a FEMA4ssued or communiy-issued BFE) or Zone AO. G3. ❑ The fobwing information (Items G4{M) is provided for community floodplain ranagement purpose& G4. PERMIT NUMBER I G5. DATE P6214T ISSUED I G6. G7. This peril has been issued for... ❑ New.Ccinstnrction ❑ Sk� ImproNeirment .. -- G8. B&-Am of asbuit lowest floor (ndLKrng basement) of the buidrrg is: _ _fL(m) . Datum: G9. BFE or (n Zone AO) depth of flooding at the buidng ske is _ fL(m) Dafirm: LOCAL OFFICIAL'S NAME TITLE COMMUNITY NAME TELEPHONE SIGNATURE DATE COMMENTS �XAT-,!,fy 0- (A*:1-1Tk,(1!..A: DY CITY 0* I;ONI'00) STATENGHT PLAPER 103-75379 7/ /7 - Z-), 1,T-1XX-:-ERsw.-CA1Ao (CITY) CDJATY NUMBERn ........... UNTT ADKRESSu ....................................... .... XONL:" <(Ul-:IUDIUTXOWs Rv G,., prRELL. TRACT: PLAT ECOK: IVL AT X?c-.6K, I: OWHI.'N Nf�NL Av W/ .......... .................................................... ............ ------------------------------------------------------ LnND UEE CAIECURYn 001 - Single Faoily Detached Ho"w? TYiv USEN Renidential VC RK EFECRIPTIONs Single Family %wes Dotachod - Cni"Lructini ----------------------------------------------------TY-------------- * - ­ B17142FIT RA7 E FEE UNIT RATE PER N A PE TOTAL DWI! '10T, DIST SCHEOUIE DESC., UNIT OF UNITS SAM----------------- 1 --------------------------------------------------------- ARTERIALS CO -WIDE 0 dwl unit 0 705.00 1 1 y0s.00 ROhDO, -CCLLECTORS KCRIH 0 dwl unit $ 142.00 1 1 112.00 L X10hRY CO -WIDE 0 dwl unit T 51.00 1 1 51.00 UCECOLS CO -WIDE 0 dul unit 01,33q.00 1 1 1=4-00 REGrIVC0 DY21,j q 1 3 ANDJAT a 2,2an0o SIGNATUREv - a,-=� �,�OUL -------------- DATE-''. 103TE TO RECEIVING SIGNATORY/APPLIC(°NTo FAILURE TO KOTIFY QWNMZ ANY) PhYMLNT MAY RESU.T IN YOJR LIABILITY FOR THa FEE. OTQv 7)Y31RIPUTYO1••1s I-CCLNTY 3-CITY 2. hi I, I CANT QUOUNTY A:. C nOVISEO IMAT THIS IS A STATEMaNT OF FEES WoUCH olRt:-. AMD PhYABLE PRICR TO ISSUAKCE OF A BUIL.Dimo rERNIT.. ffi,,L: h=D hDVISED THAT ANY RIGHTS OF THE APPLICANT, OR OWNER:, TO APPEAL TEE CALCULATIONO CF TVE ROAD, LIBRARY SYSIEM AMOAMZ 11D=hTX0XAU (SAC:.. M3L) XMOACT FEES MUST BE EgERCISED BY FILINf3 A WRI77EN RECUEST WITHYN 45 CALENDAR DAYS OF THE RECEIVIHO WIN(ITURT DnYE nBOV11, BUT NOT LATER THnM CERYIFICnTE OF VICU=WY Cl;: CCCUPnKCY. TEE RECLEST FOR REVIEW KUST MEET THE REOUIRTAIMTS OF THI::: (:'0111-,1TY L,h!%:X) DEVELOPMENT CODE. CD?XEB OF THE RULES GOVERNING h"PEALS, rnY PH PICKED UP, CR REOLESIUD, rRUM THE PLAN IMPLEOE41TATION OFFICE! 110! LAUT FIRST SYREET, SnNIORD, FLOXIDA 327715 (40Y) 655-747n.. PhYMENT SECLLD BE MADE TQu CITY EF 2AMFORD o00 1%T)R1*',1 PARK ovl,i:Ntj!:: PnYXENT EFULLD rE BY CHECK CR XONEY CRnER, AMD OVCULD RFFM&M(:1:- 114 SThTEMENT NUOTFR AND C17Y BUILDINS PERMIT NUNBER AT THE TOI.` OF, 0001111; EVC(ITEMENT IS VAUID ONLY IN CONJUNCTION WITH 1SSUANAT OF ATT':` FAMILY BUILDING CITY OF SANFORD PERMIT APPLICATION Permit # : Date: June 20, 2003 Job Address: 137 Pinefield Drive Description of Work: Single Family Residence Historic District: Zoning: Value of Work: S7Z,702-.00— Permit Type: Building X Electrical X Mechanical X Plumbing X Fire Sprinkler/Alarm Pool Electrical: New Service — # of AMPS 150 Addition/Alteration Change of Service Temporary Pole Mechanical: Residential X Non -Residential Replacement _ New X (Duct Layout & Energy Calc. Required) Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines Plumbing/New Residential: # of Water Closets 2 Plumbing Repair — Residential or Commercial Occupancy Type: Residential X Commercial Industrial Total Square Footage:-2-6+2 Construction Type: VI # of Stories: 1 # of Dwelling Units: 1 Flood Zone: X (FEMA form required for other than X) Parcel #: (Attach Proof of Ownership & Legal Description) Owners Name & Address: Maronda Homes, Inc. of Florida 1101 N. Keller Road, Suite F Orlando, FL 32810 Phone: 407475-9112 Contractor Name & Address: Russell Keith Summers 1101 N. Keller Road,Suite F Orlando, FL 32810 State License Number: CRC058496 Phone & Fax: (407) 475-9112 Contact Person: Laurie Pellegrino Phone: (407) 659-3719 Bonding Company: Address: Mortgage Lender: Address: Architect/Engineer: Tomas Ponce Phone: (407) 321-0064 Address: 4005 Maronda Way Sanford, FL 32771 Fax: (407) 321-3913 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. 6/20/03_ Signature of ner nt Date Russell Keith Summers Pri wner/Agent's Name 120/03 Signature of Notary -State of Florida Date _ or rt. DEBBIE TIME a ouBuc i My Comm Exp. 2/5/05 No. CC 999378 Owner/Agent is _X_ Personally Known to Me or Produced ID 6/20/03 Signature o or/Agent Date Russell Keith Summers P ' Contractor/Agent's Name /20/03 Signature of Notary -State of Florida Date or r- DEBBIE TIME --I _� op w POT" a My Comm Exp. 2/5/D5 i No. CC 999378 Contractor/Agent is _X_ Personally Known to Me or Produced ID -l_ 03 APPLICATION APPROVED BY: Bldg Zoning: Utilities: FD: (Initial & Date) (Initial & Date) (Initial & Date) (Initial & Date) Special Conditions: 'Samoa -LA-) • u CITY OF SANFORD ELECTRICAL PERMIT APPLICATION Permit Number: Date: The undersigned hereby applies for a permit to install the following electrical: Owner's Name: Maronda Homes Inc., of Florida Address of Job: 137 PINEFIELD DRIVE Lot: 121 Panel: 3 Electrical Contractor: DANIEL G. PUGLISI Residential: __� Non -Residential: Number Amount Addition, Alteration, Repair Residential & Non -Residential New Residential: AMP Service Sa New Commercial: AMP Service Change of Service: From AMP Service to AMP Service Manufactured Buildin Other: Description of Work: Application Fee: $10.00 TOTAL DUE: By Signing this application I am stating that I am in compliance with City of Sanford Electrical Code. Applicant's Signature EC0001663 State License Number CITY OF SANFORD MECHANICAL PERMIT APPLICATION Permit Number: Date: The undersigned hereby applies for a permit to install the following equipment: Owner's Name: Maronda Homes Inc., of Florida Address of Job: 137 PINEFIELD DRIVE Lot:121 Panel: 3 Mechanical Contractor: GARY CARMACK Residential _—_ Non -Residential CAC043900 State License Number CITY OF SANFORD PLUMBING PERMIT APPLICATION Permit Number: Date: The undersigned hereby applies for a permit to install the following plumbing: Owners Name: Maronda Homes Inc., of Florida Address of Job: 137 PINEFIELD DRIVE Lot: 121 Panel: 3 Plumbing Contractor: WILLIAM T. SELF Residential: _� _ Non -Residential: Number Amount Addition, Alteration, Repair Residential & Non -Residential $52.00 New Residential: One Water Closet Additional Water Closet Commercial: Minimum Permit Fee $25.00 Fixtures, Floor Drain, Trap Sewer Piping Water Piping Gas Piping Manufactured Building Description of Work: Application Fee: $10.00 TOTAL DUE: By Signing this application I am stating that I am in compliance with City of Sanford Plumbing Code. Ap_ —A — Applicant's Signat r CFC057039 State License Number LEe AN EASILY OBSERVABLE BETTER VALUEI 1101 NORTly KELLER ROAD, SUITE F • ORLANDO, FLORIDA 32810 407-475-9112 • FAX: 407-475-9115 LETTER OF AUTHORIZATION ❑ CITY OF DELTONA p CITY OF SANFORD ❑ VOLUSIA COUNTY ❑ SEMINOLE COUNTY I hereby name and appoint Lee Emerson, Joyce Stark and Silver Streak to sign his/her name. on my behalf in order to apply for and/or pickup building permits for Maronda Homes, Inc. of Florida work to be completed at Lot 121, 137 PINEFIELD DRIVE at Celery Lakes. RUSSELL KEIT MERS, CRC058496 MARONDA HOMES, INC. OF FLORIDA STATE OF FLORIDA COUNTY OF ORANGE Sworn and subscribed before me this 20th day of JUNE, 2003 by RUSSELL KEITH SUMMERS who is personally known to me. NOTARY PUBLIC DEBBIE TIME a woet�ic s My Comm Exp. 2/5/05 No. CC:378 Nw 1100.I.D. CADocuments and Settings\pellegrinl\Desktop\PERMITT[ NG\City of Sanford\LOA Keith Summers for City of Sanford.doc IWRYAWE HORSE, CLERK OF CIRCUIT COURT GENINOLE COUNTY BK 04a76 PG 16a2 CLERK'S # 2003106384 RECORDED 06/23/2003 8Is21s42 Poo RECORDING FEES 6.00 RECORDED BY N Noldtn NOTICE OF COMMENCEMENT TAX FOLIO NO. 25-133-6949 PERMIT NO. STATE OF FLORIDA COUNTY OF SEMINOLE The UNDERSIGNED hereby gives notice that improvement will be made to certain and real property, and in accordance with Chapter 713, Florida Statutes, the following Information is provided in this Notice of Commencement. DESCRIPTION OF PROPERTY (Legal Description and Street Address) Lot 121 137 PINEFIELD DRIVE : Subdivision: CELERY LAKES General Description of Improvement CONSTRUCT A SINGLE FAMILY RESIDENCE OWNER INFORMATION Name and Address Maronda Homes 1101 North Keller Road. Suite F. Orlando. FL 32810 Interest in Property (Fee Simple, Partnership, etc.) Owner NAME AND ADDRESS OF FEE SIMPLE TITLEHOLDERS (If other than owner) (CONTRACTOR Maronda Homes, 1101 North Keller Road, Suite F. Orlando, FL 32810 (Name and address) c U. 00 U. U. c3 �c�Yc0 Uri J p W J N Z12 � U. Ujo=z 0 0 10 SURETY (Bonding Company) Name and Address Amount of Bond LENDER Name and address Bank of America NA 750 S. Orlando Ave #102 Winter Park FL 32789 ATTN: DAN FINNEGAN Phone (407) 646-6304 Fax (407) 844-2388 Persons within the State of Florida designated by owner upon whom notice or other documents may be served as provided by Section 713.13(1), (a), 7., Florida Statutes. Kamaf Title, 200 W. 10' St Sanford, FL 32771, Fax: 407-330-5062 Phone: 407 322-9484. In addition to himself, Owner designates (Name and address) or to receive a copy of Lienors Notice as provided in Section 713.13(2), (b), Florida Statutes. Expiration Date of Notice of Commencement (The expiration date is 1 year from the date of recording unless a different date Is specified.) 1<1*"'-�-�'-t-t- RUSSELL KEI*5.UMMERS Maronda Homes, Inc. of Florida Vice President - Construction Sworn to and subscribed before me this 29TH day of APRIL, 2003. CERTIFIED CO` MARYANNE MOM DEBBIE TIME CLERK OF CIRCUIt COU 111 Notary Public TAar oMy CO11" E"p' 2/5/05 SEMINOLE COUNTY. MOM* a PUBLIC No. CC 999378 P"un,IIy Known I l Othw I.o. DEPUTY CLFM JUN2320. CITY OF SANFORD BUILDING DMSION SUBMITTAL REQUIREMENTS FOR RESIDENTIAL BUILDING PERMIT Lot: 121 Subdivision: CELERY LAKES Property Address: 137 PINEFIELD DRIVE ® 1. Two (2) recent boundary and building location surveys showing setbacks from all structures to property lines for permit for structures (not fences). ❑x 2. Two (2) complete sets of construction design drawings drawn to scale. Complete sets to include: ❑x a. Foundation plan indicating footer sizes for all bearing walls. Provide side view details of these footers with reinforcement bar replacement. ❑X b. Floor plan indicating interior wall partitions and room identification, room dimensions, door, window, and/or opening sizes, smoke detector, distances from walls are to be shown. Note the State of Florida requirements for bath door for compliance of Handicapped Code (F. S. 553, Part 5). ❑R c. Elevations of all exterior walls, east, west, north and south. Finish floor elevation height as per City Engineering Department or subdivision plat. 0 d. Cross sections of all wall sections to be used in the structure. Bearing non -bearing interior and exterior. Show all components of wall section. ❑ e. Framing plan for floor joists where conventionally framed. Plan to indicate span, size and species of materials to be used. ❑x 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. 0 h. Square footage table showing footages: Garages/Carports 368 S.F. Porch(s)/Entry(s) 19 S.F. Patio(s) S.F. Conditioned structure 1,625 S.F. Total (Gross Area) 2,012S.F. 7 3. Three (3) sets of completed Florida Energy Code Forms (Form 600-A-97). 0 4. Soil analysis and/or soil compaction report. If soils appear to be unstable or if structure to be built TO FOLLOW on fill, a report may be requested by the Building Official or his representative. N/A 5. Other submittal Documents: N/A a. Utility letter or approval when public water supply and/or sewer system connection to be made. N/A b. Septic tank permit to be obtained from Seminole County Health Department at: 400 West Airport Boulevard, Sanford, FL (407) 665-3600. N/A c. Arbor permit when trees to be removed from property. Contact the City Engineer for details regarding the arbor ordinance and permit. ❑x 6. Application to be completed thoroughly and signatures provided by a licensed and insured contractor. OWNER/BUILDER MUST APPEAR IN PERSONS TO SIGN APPLICATION AS PER FLORIDA STATE STATUTE 489. Subcontractor license numbers must be included on the application. 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 the City Ordinances REQUIRED INSPECTIONS DURING AND UPON COMPLETION OF CONSTRUCTION 1. Footer 2. Underground, electrical, mechanical and plumbing 3. Foundation elevation survey 4. Slab 5. Lintel — tie beams — columns — cells 6. Rough electrical 7. Rough mechanical 8. Rough plumbing 9. Tub Set 10. Framing 11. Tenant Separation/firewall 12. Insulation, walls and/or ceilings 13. Electrical final, mechanical final and plumbing final 14. Building Final 15. Other DATE: Friday, June 20, 2003 SIGNATURE: caner or Authorized Agent) PLAT OF BOUNDARY SURVEY N for MARONDA HOMES. Legal Description LOT 121, CELERY LAKES PHASE 1; according to the Plat thereof as recorded in Plat Book 62, Pages 75 and 76, of the Public Records of Seminole County, Florida. 120 N 89°38'17" E 120.00' 25.00' 5' DRAINAGE ESM'T 5.00' 58.00' 110.00.1 ----------------- X n -O i C d-0 MO � — i —� C/) _ D O O O m 3 ii m> o o N N m � ; I i i L----------------- 5.00' 5' DRAINAGE ESM'T N 89*38317" E 120.00' 122 SCALE: 1 "= 20' 121 37.00' SURVEY NOTES: 1) The street address of the above -described property is PINEFIELD DRIVE. 2) The above -described property lies in a Flood Zone X per FIRM 12117C 0065E dated APRIL 1995. 0 w 0 z (N Q W .J Q U (n D n a z SURVEYOR'S CERTIFICATE This is to certify that I have made a Survey of the above described property and that the plat hereon delineated is an accurate representation of the same. I further certify that this Survey meets the Minimum Technical Standards set forth by the Florida Board of Land Surveyors pursuant to Section 427.027 of the Florida Statutes. REVISIONS: KITNER SURVEYING, INC. R. BLAIR KITNER - P.L.S. NO. 3382 Post Office Box 823, Sanford, F1. 327724W3 (407) 322-2000 CERTIFIED CORRECT TO: i PROJECT AO: p 3,- f,C 4. I SURVEY DATE: 11/26/03 12:50 NARONDA SYSTEMS 4 4073239569 �r I NO.637 D02 IM::aronda Systems AMARONDA SY97NNS 4M Marcrrda way SmforA FL 32771 (407) 92J.WU Far (eal) 321.3913 Date: November 25, 2003 To: Building Department From: Maronda Systems Tomas Ponce Professional Engineer State of Florida #0050069 Subject: Dial Rod Lot# 19 ORLN-CEL Sunbury 13 Rev For the above referenced how, lintel was poured prior to second inspection. Down rod was repaired at front entry column on right of front entry patio. #5 rebar was drilled and epoxied to replace missing dial rod. If you have any questions or require any further assistance please call me at 407-321-0064. Sincerely, Tomas Ponce, P.E. Date:11/25103 `\`\��\11111 {III 1� �� j����� �Ps oti V,, '<� •• g \ l C,q *_ •*� U No, 045W68 STATE OF ' PLAT OF BOUNDARY SURVEY for MARONDA HOMES Legal Description LOT 121, CELERY LAKES PHASE 1, according to the Plat thereof as recorded in Plat Book 62, Pages 75 and 76, of the Public Records of Seminole County, Florida. NJ p 0 w 0 z a W J Q V V/ ) 120 A I C') f%- i n' 9 i'' r i r i n n n' IN Oy JO I / (L I LU.UU O P C 25.00' 5' DRAINAGE ESM'T 5.00' ----------------- 58.00' 10.00 ' I N l?� O N I 0 M;u n-D O m0=� o C v ° Cn-0 0 DO m i 3 Mm � 121 N I II D o N m I IL O 5.00' 5' DRAINAGE ESM'T .- 7w �f) r w f-% /-% /-%/1' I IV 0 JO 1 / t I Z-U. UU 122 SCALE: 1 "= 20' SURVEY NOTES:' PLANS REVIEWED CITY OF SANFORD 1) The street address of the above -described property is P:NEFIELD DRIVE. 2) The above -described property lies in a Flood Zone X per FIRM 12117C 0065E dated APRIL 1995. SURVEYOR'S CERTIFICATE This is to certify that I have made a Survey of the above described property and that the plat hereon delineated is an accurate representation of the same. I further certify that this Survey meets the Minimum Technical Standards set forth by the Florida Board of Land Surveyors pursuant to Section 427.027 of the Florida Statutes. REVISIONS PROJECT NO: 0 3, KITNER SURVEYING, INC. R. BLAIR KITNER - P.L.S. NO. 3382 Post Office Box 823, Sanford, F1. 32772-0823 (407) 322-2000 SURVEY DATE: CERTIFIED CORRECT TO: IV 0 JO 1 / t I Z-U. UU 122 SCALE: 1 "= 20' SURVEY NOTES:' PLANS REVIEWED CITY OF SANFORD 1) The street address of the above -described property is P:NEFIELD DRIVE. 2) The above -described property lies in a Flood Zone X per FIRM 12117C 0065E dated APRIL 1995. SURVEYOR'S CERTIFICATE This is to certify that I have made a Survey of the above described property and that the plat hereon delineated is an accurate representation of the same. I further certify that this Survey meets the Minimum Technical Standards set forth by the Florida Board of Land Surveyors pursuant to Section 427.027 of the Florida Statutes. REVISIONS PROJECT NO: 0 3, KITNER SURVEYING, INC. R. BLAIR KITNER - P.L.S. NO. 3382 Post Office Box 823, Sanford, F1. 32772-0823 (407) 322-2000 SURVEY DATE: CERTIFIED CORRECT TO: FORM 60OA-2001 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Community Affairs Residential Whole Building Performance Method A Project Name: C E EAKE Builder: MARONDA HOMES Address: 13� Pln fiel Drive Permitting Office: City, State: k Permit Number: Owner. ECTRIC Jurisdiction Number: Climate Zone: Central I. New construction or existing New - 12. Cooling systems 2. Single family or muld-family Single family - a. Central Unit Cap: 35.4 kBw/hr 3. Number of units, if multi -family 1 _ 4. Number of Bedrooms 3 b. N/A SEER: 11.00 _ 5. Is this a worst case? _ Yes - 6. Conditioned floor area (W) _ 1625 fe c. N/A - 7. Glass area & type - a. Clear - single pane 133.0 fe _ 13. Heating systems - b. Clear - double pane 0.0 fe - a. Electric Heat Pump Cap: 35.4 kBtu/hr c. Tint/other SHGC - single pane 0.0 ft' _ HSPF: 7.40 d. Tint/other SHGC - double pane 0.0 fe b. N/A _ 8. Floor types - a. Slab -On -Grade Edge Insulation R=0.0, 175.0(p) ft c. N/A b. N/A - - c. N/A 14. Hot water systems 9. Wall types - a. Electric Resistance Cap: 50.0 gallons a. Concrete, Iot Insul, Exterior R=4.2, 1033.0 ft' - _ EF: 0.93 b. Frame, Steel, Adjacent R=11.0, 207.0 ft' b. N/A _ c. N/A - - . N/A c. Conservation credits c. N/A - (HR-Heat recovery, Solar - 10. Ceiling types _ DHP-Dedicated heat: pump) a. Under Attic R=19.0, 360.0 ft' _ 15. HVAC credits PTA b. Under Attic R=19.0, 1272.0 W _ (CF-Ceiling fan, CV -Cross ventilation, - c. Under Attic R-19.0, 97.0 ft' HF-Whole house fan, 11. Ducts _ PT -Programmable 'fhermostat, a. Sup: Unc. Ret: Con. AH: Garage Sup. R=6..0, 165.0 ft _ MZ-C-Multizone 03oling b. N/A MZ-H-Multizone hicating) Glass/Floor Area: 0.08 Total as -built points: 22345 Total base points: 23862 I hereby certify that the plans and specifications covered by this calculation are in compliance with the F'lorida Energy Code. PREPAREP BY. DATE: I hereby certify that this Iding, as designed, is in compliance with the F or Energy Code. OWNER/AGENT. �! DATE: ►I ► ln� �`� PASS Review of the plans and specifications cu-vered by this calculation indicaates compliance ith the Florida F :nergy Code. efore construction is completed this building will Lie inspected for compliance with Section 553.908 Florida Statutes. BUILDING OIFRICIAL: DATE: EnesrgyGsiuge® (Version: FLRCPB v3.'21) OQSHE Sr4 1C� FORM 60OA-2001 r SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: BASE AS -BUILT GLASS TYPES .18 X Conditioned X BSPM = Points Overhang Floor Area Type/SC Ornt Len Hgt Area X SPM X SOF = Points .18 1625.0 25.78 7540.7 Single, Clear NE 1.0 6.0 16.0 43.65 0.97 679.2 Single, Clear NW 0.6 6.0 16.0 37.74 1.00 601.4 Single, Clear SW 1.0 7.5 40.0 52.82 0.99 2087.8 Single, Clear SW 1.0 6.0 16.0 52.82 0.96 815.6 Single, Clear SE 0.6 3.0 3.0 56.64 0.92 156.6 Single, Clear SE 1.0 11.0 36.0 56.64 1.00 2038.2 Single, Clear SE 1.0 3.0 6.0 56.64 0.81 275.6 As -Built Total: 133.0 6654.3 WALL TYPES Area X BSPM = Points Type R-Value Area X SPM = Points Adjacent 207.0 0.70 144.9 Concrete, Int Insul, Exterior 4.2 1033.0 1.16 Exterior 1033.0 1.90 1962.7 Frame, Steel, Adjacent 11.0 207.0 1.00 1198.3 207.0 Base Total: 1240.0 2107.6 As -Built Total: 1240.0 1405.3 DOOR TYPES Area X BSPM = Points Type Area X SPM = Points Adjacent 18.0 1.60 28.8 Exterior Insulated 20.0 Exterior 40.0 4.80 192.0 Exterior Insulated 4.80 96.0 20.0 4.80 96.0 Adjacent Wood 18.0 2.40 43.2 Base Total: 58.0 220.8 As -Built Total: 58.0 235.2 CEILING TYPES Area X BSPM = Points Type R-Value Area X SPM X SCM = Points Under Attic 1625.0 2.13 3461.3 Under Attic 19.0 360.0 2.82X1.00 1015.2 Under Attic 19.0 1272.0 2.82 X 1.00 3587.0 Under Attic 19.0 97.0 2.82 X 1.00 273.5 Base Total: 1625.0 3461.3 As -Built Total: 1729.0 4875.8 FLOOR TYPES Area X BSPM = Points Type 1 R-Value Area X SPM = Points Slab 175.0(p) -31.8 Raised -5565.0 ;flab-On-Grade Edge Inmilation 0.0 175.0(p -31.90 -5582.5 0.0 0.00 0.0 Base Total: -5565.0 Ats-Built Total: 175.0 -5582.5 INFILTRATION Area X BSPM = Points Area X SPM = Points 1625.0 14.31 23253.8 1625.0 14.31 23253.8 EnergyGauge® DCA Form 60OA-2001 EnergyG.auge®/FIaRES'2001 FLRCPB Q.21 -•- FORM 60OA-2001 , SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: BASE AS -BUILT Summer Base Points: 31019.1 Summer As -Built Points: 30841.8 Total Summer X System Points = Cooling Total X Cap X Duct X System X Credit = Cooling Multiplier Points Component Ratio Multiplier Multiplier Multiplier Points 30841.8 (DM x DSM x AHU) 1.00 (1.079x 107 1.241 x 1 �)0 310 0.950 11270.5 31019.1 0.4266 13232.7 1 EnergyGaugeTm DCA Form 60OA-2001 EnergyGaugeWlaRES-2001 FLRCPB v3.21 FORM 60OA-2001 L WINTER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS:... BASE PES LXConditionedX r BWPM = Points or Area Type/SC .18 1625.0 5.86 1714.1 Single, Clear Single, Clear Single, Clear Single, Clear Single, Clear Single, Clear Single, Clear As -Built Total: WALL TYPES Area X BWPM = Points Type Adjacent 207.0 1.80 372.6 Concrete, Int Insul, Exterior Exterior 1033.0 2.00 2066.0 Frame, Steel, Adjacent Base Total: 1240.0 2438.6 As -Built Total: DOOR TYPES Area X BWPM = Points Type Adjacent 18.0 4.00 72.0 Exterior Insulated Exterior 40.0 5.10 204.0 Exterior Insulated Adjacent Wood Base Total: 58.0 276.0 As -Built Total: CEILING TYPES Area X BWPM = Points Type Under Attic 1625.0 0.64 1040.0 Under Attic Under Attic Under Attic Base Total: 1625.0 1040.0 As -Built Total: FLOOR TYPES Area X BWPM = Points Type Slab 175.0(p) Raised -1.9 -332.5 Slab -On -Grade Edge Insulation 0.0 0.00 0.0 Base Total: -332.5 As -Built Total: INFILTRATION Area X BWPM = Paints 1625.0 -028 -455.0 PERMIT #: AS -BUILT Overhang Ornt Len Hgt Area X WPM X WOF = Point; NE 1.0 6.0 16.0 12.00 1.00 192.0 NW 0.6 6.0 16.0 12.23 1.00 195.4 SW 1.0 7.5 40.0 9.22 1.00 370.5 SW 1.0 6.0 16.0 9.22 1.01 149.0 SE 0.6 3.0 3.0 8.34 1.04 26.0 SE 1.0 11.0 36.0 8.34 1.01 302.5 SE 1.0 3.0 6.0 8.34 1.09 54.5 133.0 1289.9 R-Value Area X WPM = Points 4.2 1033.0 3.26 3367.6 11.0 207.0 2.60 538.2 1240.0 3905.8 Area X WPM = Points 20.0 5.10 102.0 20.0 5.10 102.0 18.0 5.90 106.2 58.0 310.2 R-Value Area X WPM X WCM = Points 19.0 360.0 0.87 X 1.00 313.2 19.0 1272.0 0.87 X 1.00 1106.6 19.0 97.0 0.87 X 1.00 84.4 1729.0 1504 2 R-Value Area X WPM = Points 0.0 175.0(p 2.50 437.5 EnergyGauge® DCA Form 600A-2001 EnergyGaugeOFIaRES'2001 FLRCPB v3.21 175.0 437.5 Area X WPM = Points 1625.0 -0.28 -455.0 FORM 60OA-2001 , WINTER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: BASE AS -BUILT Winter Base Points: As -Built Points: 6992.E Total Winter X System = Points Multiplier al X onent Cap X Duct X System X Ratio Credit = Heating jotter Multiplier Multiplier Multiplier Points (DM x DSM x AHU) 4681.2 0.6274 2.6 1.00 (1 1.239 x 1 �) 0.461 0.950 3795.7 EnergyGaugeTm DCA Form 60OA-2001 Ener gyGaugeOFlaRtS'2001 FLRCPB v3.21 FORM 60OA-2001 , WATER HEATING & CODE COMPLIANCE STATUS Residential Whole Building Performance Method A - Details ADDRESS:... BASE WATER HEATING Number of X Multiplier = Total Bedrooms 3 2564.00 7692.0 PERMIT #: AS -BUILT Tank EF Number of X Tank X Multiplier X Credit = Total Volume Bedrooms Ratio Multiplier 50.0 0.93 3 1.00 2426.15 1.00 7278.5 As -Built Total: 7278.6 CODE COMPLIANCE STATUS BASE AS -BUILT Cooling + Heating + :HotWater = Total Coolin +Points Points ints Points Points. Heating + HPoiot Wster = Poital nts 13233 2937 7692 23862 11271 3796 7278 22345 PASS yppp����''�04'f1iB ST,g1�ot' " A * a coop EnergyGaugeT. DCA Form 60OA-2001 EnergyGaugeO/FlaRES'2001 FLRCPB v3.21 FORM 60OA-2001 Code Compliance Checklist Residential Whole Building Performance Method A - Details J ADDRESS: , , , PERMIT # 6A-21 INFILTRATION REDUCTION COMPLIANCE CHECKLIST Exterior & Adjacent Walls 606.1.ABC.1.2.1 Caulk, gasket, weatherstrip or seal between: w ndows/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 to late. Floors 606.1.ABC.1.2.2 Penetrations/openings >1/8" sealed unless backed by truss or joint members. EXCEPTION: Frame floors where a continuous infiltration barrier is installed that Is sealed to the erimeter enetrations and seams. Ceilings 606.1.ABC.1.2.3 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 Recessed Lighting Fixtures 606.1.ABC.1.2.4 Type IC rated with no penetrations, sealed; UnaTTaUonS and --- or Type IC or non IC rated, installed inside a sealed box with 1/2" clearance & 3" from insulation; or Type IC rated with < 2.0 cfm from conditioned space. tested. Multi-sto Houses 606.1.ABC.1.2.5 Air barrier on perimeter of floor cavitv between floors. Additional Infiltration reqts 606.1.ABC.1.3 Exhaust fans vented to outdoors, dampers; combustion space heaters comply with NFPA, Water Heaters 612.1 Comply with efficiency requirements in Table 6-12. Switch or clearly marked circuit breaker electric or cutoff as must be provided. External or built-in heat trap re uir Swimming Pools & Spas 612.1 Spas & heated pools must have covers (except solar heated). Non-commercial pools must have a pump timer. Gas spa & pool heaters must have a minimum thermal - --• -- w nv more man Z.O aeons er minute at 80 PSIG. Air Distribution Systems 610.1 All ducts, fittings, mechanical equipment and plenum chambers shall be mechanically attached, sealed, insulated, and installed in accordance with the criteria of Section 610. --wo rnanuai or automatic thermostat for each s 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. Energ yGauge T- DCA Form 60OA-2001 EnergyGauge®/FlaRES' 2001 FLRCPB v3.21 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE SCORE* = 84.4 The higher the score, the more efficient the home. ELECTRIC, , , , 1. New construction or existing 2. Single family or multi -family New _ 12. Cooling �it ems 3. Number of units, ifmulti-family Single family BI Y - 1 a. Central Unit Cap: 35.4 kBtu/hr 4. Number of Bedrooms 3 - b. N/A - SEER: 11.00 - 5. Is this a worst case? Yes - - 6. Conditioned floor area (ft) 1625 ft c. N/A - 7. Glass area & type _ a. Clear - single pane b. Clear -double pane 133.0 fe - Heating systems c. Tint/other SHGC - single pane 0.0 fle _ 0.0 fe a. Electric Heat Pump Cap: 35.4 kBtu/hr - d. Tint/other SHGC - double pane - 0.0 fe b. N/A HSPF: 7.40 - 8. Floor types a. Slab -On -Grade Edge Insulation R=0.0, 175.0(p) ft c. N/A - b. N/A - c. N/A 9. wall types - 14. Hot water systems _ - a. Concrete, Int InsA Exterior _ R�.2, 1033.0 fl a. Electric Resistance Cap: 50.0 gallons - b. Frame, Steel, Adjacent R=11.0, 207.0 ft' b. N/A EF: 0.93 - c. N/A - d. N/A - e. N/A - c. Conservation credits - 10. Ceiling types (HR-Heat recovery, Solar - a. Under Attic _ R=19.0, 360.0 ft' DHP-Dedicated heat pump) 15. HVAC credits b. Under Attic c. Under Attic _ R=19.0, 1272.0 fie - (CF-Ceiling fan, CV -Cross ventilation, PT,- 11. Ducts R=19.0, 97.0 fe HF-Whole house fan, a. Sup: Unc. Ret: Con. AH: Garage 8 - Sup. R=6.0, 165.0 R PT -Programmable Thermostat, b. N/A - RB-Attic radiant barrier, MZ-C-Multizone cooling, MZ-H-Multizone heating) I certify that this home has complied with the Florida Energy Efficiency Code For Building Construction through the above energy saving features which will be installed (or exceeded) in this home before final inspection. Otherwise, a new EPL Display Card will be completed based on installed Code compliant features. n2 Builder Signature: _ j� -� 1 Date: 1I I q A" �v Address of New Home: � City/FL Zip: KHE -*AAA&QX&- *NOTE: The home's estimated energy performance score is only available through the FLA11RES computer program. This is not a Building Energy Rating. Ifyour score is 80 or greater (or 86for a USEPA/D0EEnergyStarmdesignation), your home may guar for energy efficiency ( mortgageincentives ifyou obtain a Florida Energy Gauge Rating. Contact the EnergyEE� Gauge e Hotline at 3211638-14Co92 or see the ,Energy Gauge web site at wi,vw.fsec. ucf edu for information and a list of certified Raters. For information about Florida's Energy Efcienc y Code For Building Construction, contact the Department of Community Affairs at 8501487-1824. EnergyGauge&(.V ra'sion: FLRCPB 0.21) ' Maronda Systems Maronda Systems 4005 Maronda Way Sanford FL 32771 (407) 321-0064 Fax (407) 321-3913 Engineer of Record: Tomas Ponce, P.E. 1005 Vannessa Dr. Oviedo, FL 32765 FL PE # 50068, Design Criteria: TPI Design: Matrix Analysis TEE-LOK software PLAN JOB # LOT ADDRESS DIV/SUB MODEL 6CL12101 121 137 PINEFIELD DR ORLN-CEL CHEK3 LEFT CHESAPEAKE K 3 This structure was designed in accordance with, and meets the requirements of TPI standards and the FLORIDA 2001 BUILDING CODE for 125 M.P.H. Wind Zone. Truss loading is in accordance with ASCE 7-98. These trusses are desianed for an enrinsarl hidirlinn Truss ID Run Date Drawing Reviewed Truss ID Run Date Drawing Reviewed No. of Eng. Dwgs: 44 Layout 11-4-02 T 4-21-03 Roof Loads - VT 4-11-01 U 4-21-03 �/ TC Live: 16.0 psf TC Dead: 7.0 psf BC Live: 0.0 psf BC Dead: 10.0 psf HIP 10-20-00 V 4-21-03 A 4-21-03 W 4-21-03 6/ B 4-21-03 W1 4-21-03 (/ B1 4-21-03 y 4-21-03 Total 33.0 psf C 4-21-03 Z 4-21-03 C1 4-21-03 Z1 4-21-03 DurFac- Lbr: 1.25 DurFac- Plt: 1.25 O.C. Spacing: 24.0" D 4-21-03 Z2 4-21-03 E 4-21-03 Z3 4-21-03 F 4-21-03 Z4 4-21-03 PLANS REVIEWED CITY OF SANFOR[ G 4-21-03 H 4-21-03 I 4-21-03 J 4-21-03 J1 4-21-03 J3 4-21-03 K 4-21-03 K2 4-21-03 4-21-03 K3 4-21-03 K5 4-21-03 L 4-21-03 L 1 4-21-03 L2 4-21-03 L3 4-21-03 M 4-21-03 ✓ INV # DESC QNTY DATE: JUL 1 1 2003 N 4-21-03 ✓ 18331 EHUH26 0 4-21-03 18330 EHUH28 P 4-21-03 18360 SKH26R 2 Q 4-21-03 18361 1 SKH26L 2 R 4-21-03 18363 JUS26 16 S 4-21-03 18370 THJ26 2 18336 EHUH28-2 3 SEAT PLATES 138 aa0 NX-P--- CL o z 2 2 z o a 0 tiV V u U T 4 Ti a IS SI IR US2 IJ HAN ERS RI F— G JmFl 11 J AX- —L---JL. 4PL 2 SKH26 HANGERS x Q \ B �� 2 SKH26 HANGERS \\ C i \\\ / I D \ 12 \ VOLUME CEILING E 4 \ I 12 \\ 12 �— 6 \ F I 6 / \ G w \ ODD/SPACE \ I \ ODQ SPACE a F X V 12 /� az g \ 8'-0/CEILING E a C _ / D / 91Ll / I I \ VT MA B1- 3PLY ors / ERUH28=2T�fANGER� / f x i w4 I \ Ja� � E�HUH28-2 HANKER ODD SPACE J 1 } CEILING I / K z a ^ 8'-0 CEILING \ I m 6 (/ KNEEWALL K1 I J1 rO11'-0° K2 \ J / K TO 111-0" 51 1 i �',EHU�28-2 HANGER _ -- i Y \ � VOLUME CEILING uI � 12 Z4 K3 �� r st M M N IV KS=STRCJCTURAL SCISSOR GABLE i FIELD FRAME I ` � I THJ26 HAN\� H HJ26 HANGER ' Z 6 f JOB NUMBER: CHEK3NoCUSTOMER: REVERSED �7 Ni JOB NAME: CHESAPEAKE K DRAWN BY: tly 022 PITCH: 6/12 8 4/12 O.H.: 1BEARING:8" LOADING: sf } _> I 20-0 6-8 � —�� 13-ajUL -t-11003 S�*SffIe `w �Ar i�- � � ri_�K �I�z4�lY� 7F'►tUl�ti. ` � d1��1 'S'� >� 5S � rY� v I�� HI B-91 Summary Sheet COMMENTARY and RECOMMENDATIONS for HANDLING, INSTALLING 8, BRACING METAL PLATE CONNECTED WOOD TRUSSES c L4itheresponsibtlitvoftheinstaller (builder buildinocontractor licensed contractor -ectoror erection contractor) to prop_ erivreceive, unload, store. handle install an ace metal olate connected wood ,c2es to prote tlif and property, The installer ustexercisethe same high degreeof safety awareness as with any otherstru-.tural aterial. TPI does not intend these recommendations to be interpreted as superior the project Architect's or Engineer's design specification for handling, installing id bracing wood trusses for a particular roof or floor. These recommendations are ised ar.)en the -_olle_-five er.oerience of leading technical personnel in the wood CAUTION: '. ne'oii,Icie.;buiidinrcontractor;iic used;:. coa�� �cfcr, rrectororer ction contractortsacivlsc dµ � eta obtain and read,the entire �� trooEcte Commentary�;t �, r. and Reoom Gallons for Handit�r�,�.�.al�tt�g� ;;j`BFac�t►g+ mall° ate Ccrn �crtedlo��fres�lf ��. 9 rom; c?, 7K sLlolate.Institule. " .-AA TRUSS PLATE INSTITUTE 683 Donofrio Dr., Suite 200 Madison, Wisconsin 53719 (608)833-5900 truss industry, but must, due to the nature of responsibilities involved, be presented as a guide for the use of a qualified building designer or installer. Thus, the Truss Plate Institute, Inc, expressly disclaims any responsibility for damages arising from the use, application or reliance on the recommendations and informabon contained herein by building designers, installers, and others. Copyright ® by Truss Plate Institute, Inc. All fights reserved. This document or any part thereof must not be reproduced in any form without written permission of the publisher. Printed in the United States of America. TRUSS STORAGE _ A1JTI0N: TrLsses� should not<'t e ' dsiiaadotiln roii� terrain or �ii- surtaees vvhich cki cnt,se i atnage#o.thearuss.. �; s�, �P��t7p ; If�loaFet �.g ue t�sive�2f e . 'rr ...wt+.4::..4ff�N r��,iaN,..:.r.n•an.. .��mulfi74:, :tf`53ysiWC;Ent.'{i1Al: �HiA�$v. ,�ph1T!i1�...:nSeFwr.. ����.� ,'M1��Y,�u�4wh e `� r�'' 'R�li(�•io�'-�tDO �f a.G�rr.+.l i «raxa f l � o �rea'"tba0 1 3 ;t Iyins'allall, I e c, se' t " ail' ring .e , W �. Mtn a avoid ..�� than - >adt_ �1a . a'I,. r- she .. . ;tp o Ali :"°?�� NO% I;�� f- ��bracecl�+� E�'re,ettt�to. • Itn • -u� R�'';'• �>'� �>�� ,. a ,.;� •'r -i'1"z `� 1 L Rrr+ >t Nru c,sus r �,..�� tr-„�r•,.. D��I�EiRn `'�iaol�s�err %u'ttdles �' � nies�. pto eI� } o ""( outto rea ` xr,-are., lacec�;un a Ie h,`' j �w„:..���,�q,.>•-� r�h�b�'.��M.'��u-�'!'Aaa.d�+ AG� l Ik'ra..i n xk,� F�h�.i• Frame Tag Line fac ngffi -10 I El Iwo S7 5L ra, Tru n 3 F., A 1 N;- EU I'D I N G brace -1•"--i--,.-Il.,--,-----n'...' n , au a. ",Ty --r ILDI N. J E) k7 E 'Ri 0 R Top Chord 7 Typical verticalEnd W.11—M End W, attachment Plan ng Blocking QBV Ground Brace Verticals (GBV) Strut (S X Mai tie member with a (HT) Pru" of bra, cup of trusse (ES) Frame 2 4 9 12 4 or greater SP N. 4. Pl ' Op_q0 RD 'DIAGONAL IMAM ATERAVIS '0 1A­ 1C1-W.411.1"I I TOP CHORD BRACE SOACING ,bBs) : 1# 1russesj /HF Up to 32' 4/12 1 8' 20 15 Over 32'- 48, 4/12 1 6' 10 7 Over 48'- 50, 4/12 1 5' 4 Over 60' !j See a registered professional engineer 'Vlab r-11-L'alull ­t' - southern Pine Hem -Fir SPF - Spruce -Pine -Fir All lateral braces lapped at least 2 trusses. 110, z Topchorda that are laterally braced can buckle togetherand cause collapse if there Is nodisgo. nal bracing. Diagonal bracing should be nailed to the underside of the top chord when purlins amartached to the topside of the top chord. F1:1;'.u�ref6f6ll-6Mjj66e' recompienc!06ris couid I-C-SLIP, in ,ere persoraj injury or.damazgeto trusses cr buildinas. OP CHORD tv1IWIh1UPA i TOP CHORD 1 Continuous Top Chord Lateral Brace Required 10" or Gre AttachmE Required PITCHED TRUSS A& 1h, tir PITCH X 12 SPAN D FFEREN E SP-­ Up to 28 2.5 7' 17 12 Over 28'- 42'f_ 3.0 61 9 6 Over 42' - 60' 1 3.0 1 51 5 3 Over 60' I See a registered professional engineer )F - Douglas Fir -Larch SP - Southern Pine ­1F - Hem -Fir SPF - Spruce -Pine -Fir Continuous Top Chord Lateral Brace Required 10" or Greater I El - Attachment Required - All lateral braces lapped at least 2 trusses. N" Topchords thatere Isterallybraced can bu=kl, togetherand cause collapse Ifthere isno dja'2c. nal bracing, Diagonal bracIng at) uld be n a d Nil to the underside of the tcP ch-d when pu r l*n are attached to the topside of the r SCIISSORS, TRUSS Frame 3 I . . . . . . fill HO i�C�a�iG"'{DS ij) Iilp,y U. U to 32, 4/12 1 is, zu 15 Over 32'- 48'1 4/12 10 7 Over 48'- 60'l 4/12 1 is, 6 4 Over 60 See a registered professional engineer VDouglas fr Larch �h r Sp S6'btherh Pine F fie r V p vjzm. -Q, All lateral braces j.rv, lapped at least 2 t'Ir I U,71 % t MIMI I" 'S, Ai, lit, epe- Li` t�:,vj '�DVIOIII chord ClIagonaIgura-crin"Im :.,' I each end of -the bUildfin gg, aX* 1.,ig — 4q­, Vq R. L nAN"' 41; ivy. r"M.: -�IR 13 W q ivg �1�11 ®R WWWRIM, 30 WAM W I R - - ------ ------ T "F T Ag Agri 5;j. U, r VI q P. V Top chords that are laterally braced can buckle D F,,;�W; S P P/ H F togetherand cause collapse ifthere, isno diago. Up to 32' 30.. 81 16 10 &1 bracing. Diagonal bracing should be nailed Over 32' - 48' 42" 1 61 11 4 !r,' 10 the underside of the top chord when puffins Over 48'- 60' 48" 51, :: are attached to the topside at the top chord. 4 2liver 60' , -iF, , — See a registered professional enc;ine, - RE, 1 -'i W §f ;,E Continuous Top Chord Lateral Sr-ac Required 10, DF - - u6'ia9prPine ,1 I Attachment / Required HF - Hem -Fir SpcucelPtne-Fir T1 'A V T, apt het'ehdjk dl"' ..for ­71 trusses ,must rt)e i!!�,.� piaced'dn vertical,,,�,:; A s web;' n,line.wth- lhe support;:';'f,,"i;'�.� 7' .,,- Top chords that are laterally braced can buckf*— togetherand cause collapse if there in no cliago• nalbrAcing. Diagonal bracing should be nailed to the underside of the top chord when purling are attached to the topside of the top chord, 4 1 V!r . . . ... .... N 0, 7 or greater 11 It Yid n d4hij §GbeN, -M' Ica Ipn § of the ;truss ':'S"les"t"em'�rIlf lw 4Ir; 4 !tali. 7'. R I T Wig "A It "I Continuous "Ii x jr;,"'WR Top Chord `4 41, h "A's Lateral Brace *,4 "W 3_1 F �P Required 10" or Greater x{r ", 52 1 -Or Attachment Required I r 1111 I 11 li _I i i � t11Y11; II N I,I dl l 1 h ,- gronl '.i� 1�„l il;,u�l� n II 4 TOPrpCHORD� 4 4'"` TERACBRACE OIAGONAaa CE w ; , SPAN 1 ,t�P,IINIMUMb�, +y�PIT]CH11ij uesj'jy h t S PlX'CING LB" SP�CING'DB f�ppr,�ryf `"' "'°�` ttuSs �. :.rt.x.r'SP DFI!Ai SPF HF. Up to 24' 1 3/12 1 6 17 12 Over 24' - 42" 3/12 1 7' 10 6 Over 42' - 54' 3/12 1 6' g Over 54' See a registered professional engineer uF - Uouglas Fir -Larch SP - Southern Pine HF - Hem -Fir SPF - Spruce -Pine -Fir Diagonal brace also required on end verticals. Top chords that are laterally braced can buckle togathers nd cause collapse it there Is no diago- nalbracing. Diagonal bracing should benalled to the underside of the top chord when purling are attached to the topside of the top chord. mbNO T>�USS I � M-11 - =1M.- PLUMB I I I Truss Depth D(in) +fNSTALLA I ION TOLERANCE„&I 1' 2' 3'4'5'6'7's'' jD,8,n)#0;(tt) i T :t,r, i T ±y;" III Lesser of D/50 or 2" t 1A Aaximum Plumb Aisplacement Line OUT -OF -PLUMB INSTALLATION TOLERANCES. µis. ,�,: zrr,{j'�yyt � �Y �ssu*4 " 4 4p'u "U' - �'�ki! ' W I E•1 h!4's" 's1,%�,+"��,`'p ,• Frame 6 L(In) u "Silt)�I 50" I 1 4" 4.µ' 100" 1 " 8.3' 150" 3/4" 12.5' 12 3 or 8 \ greeter sJ � All lateral braces lapped at least 2 trusses. Continuous TOD Chord Lateral Brace Required 10' or Gre AttachmE Required BOW Length L(in) -- Lesser of L/200 or 2" L(in) Lesser of L/200 or 2" L/200 L(fi) 200" 1 " 16.7' 250" 1-1 /4" 20.8' 300" 1-1/2" 25.0' OUT -OF -PLANE INSTALLATION TOLERANCES. t �OIYFDA u�3'T2'Yb' 4�05 Marnnda flay 8anfor4 PL 22771 0, (407) -21 QOS4 F= (407)321.391s Date: March S, 2003 To: Building Department From: Maronda Systems TOMBS Ponce Professional Engineer State of Florida #0050069 Subject: 17alley Trusses AR valley;trusses labeled V'-1 thru 100 are covered under the general valley sheet provided in the truss package signed and sealed by the ecngineer of record. The connections are nested on the structural info sheet of the plarns. _All criteria of the E�ahey trusses are noged on the general sheet. D you have any questions please ie--1 free to caIl at 407-321-0064. erely, Tom s Pance, P.E, ��l,k�\�16tt6tGttfll���f Date: 3� 3 C' No, 00;g40�g� �- -a ^ .r� 6 TA T ` OF _ DESIGhJ IfdFORMATIOhJ 7hk dalgtt k Cur an 11): dllal bulldbtg eomponcnt and Ins been luacd on I+dorma0oq proNded by We eUcnL The .lalgna dlsdann: 2"Y reponstbWty f rdamag- as a Iau1L u( faWty or fmm�cct 1� ,malloy and/or d-I?11- f,rmrshed to U,e trues sp.zUlnUona U...— hy U.<dan imt d the mrtrctntas oraocuracy of Ihlz mfmmatlon as it may ¢6tc m a sil till' P J 1 and ci—pta oo—P--lbWo- ty o- ezeebrs no motml with regard 10 6bA,a- tlo.>. lw,nduwg- ahlp--t and trctaU>tron of (RtsScs• Th's truss has film dtslg'ed, m builsfA,n1 bulldli.g co.op..uu,t in >.sn,dance wt, A1151/71ry 1-19M and fiDS-97 to b<Inmrponta as lu,t of the b.nW log d-lg,t by a Bulldhrg Ualgncr (regLslercd orehlled it, Witt. lnual r�.M.zrl. When ,c ""A for 'IT-1lry.U,< huildlog desfgnc. the design Imrltogs shown must be eheeherl to be s,uc Iha1 Lb, dales shown we to agreemod ,.fth the I-ml buudtng proj l p_i _,,..,for .dnd orsnmv loo sd . Pml� aptsUhllnna orspeclal applied Imds- Udcss:bows• lruss has n.I,b-'n dnLptal for P. e,'ornapanr y Imd. The Antgn....uoc rnmp=k n h.rd, Itnp or bottoml are couLhw- w ly .ac.d by sholhmg _U_ othat.tse nD�ned, b opt chords m I.yabn ere or fully bnccd!.!.sally by a P1oPc,1 ngld cctllr,g_ fhry.bould be t.ra.y�r a[ a PN>c,l maadmum sPaemg of ItY-O• a.0 c000.rtor P6to -b.0 ire man„farl„rer{ Lmm 2' garhga tot dipped gakant-d aced m.oir,g ASITt A 653. Grade JO- rmlr3a olhctwLse sfmnr>_ FABRICATION NOTES Wr s bfabawb'gto aciof ithe b,lntor shall mvlew W1t(y lh,ttlds .hawing is to mnfo,mar,m with M. rah,iolm's Pions and to rottre a cwUnumg rQpon,mdiry Ibrvul- �Iloo. Any d6�Par. tl.� a.la be pnL h, twt htr.g L� cl,l[mg r,r 6I,=Don. P6te .ha11 not be Installed —s knothole, Loots or dlstorlcd VIOL Mcsoben ,hall be cut for ugi,t'hung w.w.d to w,md bn,ing, Con. ncrAor P61<s shall k lool.xl on Mth faeo N Ww tr uo, with Tait,' hilly hnbedded and sts" be sqm. about the Joint mdr3s athu h,, shown. A 5aA 1,6te V S- arid. z: a- bog. A 6.8 Pi.Lo is 6- .id. x 8- tong- Slot, Choirs! n,o PanUd to the phte Icngth spedRcd. Doutde eatsmcruan wch ors hall meet it, Uhe ,,,trobluol­ of the webs wfse shown. or pbte :lies ar<mlohutm, .1­6wxd an 111e for-..baan, and may nccd m Ik cd for \211wtn b,.nd- Bog and/nr c lior, nressrs. 7hb !Taos la uo[ to be fihtle+led wuh a_ rctarda„t imttvl lumber miles: olhawlsesho, ForaddjLI I lohrrmatfon or, 9oality CGobnl ref- to ANslrrPl 1-t99s PRECAUTIONARY NOTES W btadog and rscdlan ,ts:nmmradatlnoa ave oLe fdlowvi in am,nlance MIh liartdlloa .r:ta0mg A Bn.yn(, HIB-91. Tn,sse are to m handltxl o,ah (w Ua,6r arc d�umg handing nd bundll„g, dell"-y anA Iosl iO.Uon to •void amagc TV. cmpora,y >rid ptamanutt bracing Lo d I , — In . whalght "" P"rot. P— lon and for teslsUng 61cn1 fo,m shall I, a!g„cd and I�bUod by olhen. co I haod- ng Ls tsscntlal and cj_tlon bracing Is always aprtresl Nonml P"c `"Ugnu7 action for lusts'Nulrm such Icmptnaly bracl'g duitng tslal6flnn bcbween busses In arold foppU g ,it docia w e. The sups ulon of cr,:rllm, of e ,Iu6 be ,md— the oonbol of T,erpoaoty f--d in it,. L_tal6Urm of In,s.es- (eeslonal a,lvlec shun Ire.ought If needed. I-emrrallon of ""'Lluctinu loads on the dal t t l me at anytTu t]Ir c�1lo Ioa.Lc othu '1 to th. ;'Ght of th. mca on sl..11 be a n u-sa nnlll oiler all r-lcnh ppilcd Io WWI 1clol Wand bnrh,g MONO VALLEY VALLEY TRUS COMI-ION VALLEY "ALLEY TRUSSES(IYP.I -• l-'r, JTJItIVIS 11��� SUPPORTING TRUSSES 11 11 'IfYP.I II II VALLEY AREA 9TRUSSES p(TYP.I SUPPORTING TRUSS COMM0 COMM • VALLEY STRAPPING 10 TRUSS BELOW USING MSTA12 @ 4' O.C. VALLEY TRUSSES CAN BE CANTILEVERED UP TO TWO FEET_ WO: VALLEY SET IF LESS THEN 3.0-ir TIIEII MOVE DIAGONAL WED TOTO\NEXT PANEL La / 2r4 OR 5,6 4x6 DIAGONAL WEBS 1 416 316 REQUIRED WI111 SPANS OR GREATER THEN 2'_ It 316 214 2r1 0-0 4 2.4/ 3.6 2i4 2t4 2r4 2x4 316 OR j 4is S 2XI OR 316 4110 214 3t6 3t6 OR OR 214 TI: VT E1T1�:1 (1) WHEN DIGAOIIAL WEB PRESEIIT USE 4X0 PLATE (1) WHEN No DIAGONAL WEB PRESEIIT USE 2X4 PLACE VALLEY MEMBERS AT 24' O.C. (TYP) 7t4 ire 2i4 VARIES 12 UP 101 2X4 2x4 Ira MAX. 6.0.0 O.C. (TYPI J 214 1 46 - MAX. TIIII8S SPACIIIO VAX. fi-0.0 O.C. ITYPI BELOW a 40 • O.C. SPANS UP TO 60-0-0 TOP CI10RD5: 2X4 SP 92 BOP CHORDS: 2X4 SP 92 WEBS: IT IS NOT REQUIRED TO !;HEATH TRDSSES BELOW VALLEY SET. VALLEY -2X4 SP #3 MEMBERS PROVIDE ALL NECESSARY 7'OP CHORD BRACING. VALLEY MEMBERS TO BE SET PERPENDICULAR TO TRUSSES BELOW. TIC MUST BE CONTINUOUSLY BRACED BY ROOF SHEATHING UNLESS 140TED OTHERWISE. WHEN VALLEY MEMBERS ARE NAILED DIRECTLY TO TRUSS TOP CHORDS USE (2) 16D NAILS PER INTERSECTION, OR TWO FEEL' ON CENTER. WHEN BELOW TRUSSES ARE SHEATHED FIRST USE (2) 10d NAILS OR 11) 16d NAIL PER INTERSECTION , OR TWO FEET ON CENTER. 2x4 BRACING NAILED FLAT 1-0 EDGE OF VIED WITH 12d NAILS AT 8' O.C. OR A SCAB OF THE SAME DIMENSION AND GRADE AS WEB; NAILED TO FACE (S) OF WEB WITH 10d 14AII-S STAGGERED 8' O.C. SCAB OR TRAIISVERSE BRACING TO EXTEND FOR 96% OF WEB LENGTH. ONE BRACE REQUIRED ON WEBS GREATER THAN 8' LONG 1• TWO 1XG BRACES REQUIRED ON ANY WEB EXCEEDING td1+I aLTsl'r AS snOWri 1'I;117Ts•r1T(r TUO CA 7TS111) PER AN51fm T-1995 M=Systems 4005 MARONDA 1VAY SANFORI), I:L 32771 (407) 321-0064 Fax (407) 321-3913 TOMAs PONCE P.[-. LICGNSE #0050068 ]ego G1frFjj.gn '1r-r '.noon r. ...._ COII(.. StIppOFt A COPY OF THIS IDRAWING TO BE GIVEN T' ERECTING CONTRACTOR. , BRACING WARNING: 'ndng shown on Lids dnw gg to r- nil whleh musg• mind htartng, Put W bracng or similar bhadng °lit k °hart n(Wc hulldln do b"u shown Ls (0 literal su nrt t ceusldv .d by Ibc btWdh,g dnlguu. DnW mad- b, wndmr 6tcral �y.a.du bass ,c dq our}• in tutu"" bucklln 1<u g Addlu...I b..Lug of Ilhe we'll s end+ and zPecUld to —Irons d<Iurnu,wi�,y U.< buudlr, Ids t be muss Platt lmutut TPL Is 6ucture nny t>e Icy,drni. ISce NIB-91 .17711, g ,-. t !Doled al 563 D'Onoh to Dro•e, Madison. 1^IstO,U, 537ro1 S(nds @ 6-0-0 O.C. Lng. -loha — DTYg: Vsgn� r c1dr. x L Live 16.0 psi Head 7.0 psf TIc I -Are 0.0 psi BC Dead 2.0 psi w(-): VALLEY SEA Truss ID: VT Date: 4-1.1-01 DLI11=ac - Lb 1.25 DLIIFac - PIT: 1.25 O.C- Spacing: 24.01. Design Criteria: TPI w,Poneln wld hos bear Lased on broom Un, mlded by the ellcnl. The desihnv dlsdauns P rap.n,IbLIllr for clan..,_ —' esvlt of dlr or Incurred Ltfornullon. _,PcdncaUo d/or dcstgns lumbhed to U,c lfiw dV leper the dlant and the mncclness or ac01, '.hy INommum. a, h ...r .d.t..o n.,Pti e IwJed and accepts no reapansilIiULr or rebo no eonlrol,.Ilh regard to rabno- x. I.andib,g. stdrmcnt and 1 a1.lbu.o or ,v,v. T,b ,ro_n I..a b,,..la,a.cd „ tildual building camp"..( In acmrdwnt a ,al illlpl 1-1995 and NOS-97 to be b,c;,,Ponlc art of U.e bulldl,.g dolgn 1.1• a Dn11d Fn rgncr l•cq I,_ed n.elntcd •:r pmraslo al Inec.l. when rc•lorcd 1'-1 ..pp.--, b, the d d be bdcs,g„c., t)rc .Ir_,ign 4•adb.gs 1. ,• e d,eeheJ Iv he sm., Wnt U,e Jala sl �mi In a6,npncut niU, the III b.UdIng codes. 1 cl1n,.Uc records for ,.brd yr soon loads- cdsrccUlpllons or sP-el-I appllcd lads. >rs'I' ten- troy has nol been doty,cd I., rSe m occupancy loads The design Rssuluv Pr I... chord, b.P or bnuvml arc contb.u- r bnecd by 5h-U.ing unl•3s ou,cn u, Ulcd. Nher. b.ul .. <honb In I_,. a.e Illy br-�ccd L.,Leo Or b, a propvb' appued _11Z. l.,, should be bused .l a m,tm 1peb,g oI 10'-0' o.•_ Cm neetvr s dull he nunuraelurcd Irom 70 gaug- hot e0. nI- alcel ,,cW,e ns'Ir•lA 65�. c 10. vnivs oU.crtrl,c sl.o.rr� 3RICATION NOTES to fabda Uon. the rabUatnr shall grlcm meh,g to ,cr ifr Ilnl U,La d•amng h b, r ••W, tb. 1>bgealnfs Pk-..nd to e.c • p. Ao .,mme b,..a...n_ pr dPa••do n.e be pal In e bclo.c eUnr or la hrlrn llo.., al.nil not be tns,.illed .... hnotholea. or db lo.tcd r,nrn.. "­b-7 ahoU be eul ,I,Illlbtg Hood to Hood brnm.g. Cou- plale shall Lae I —I cd n.. tenth N— et »s nUh mlh r,dly UnbcJded and shill be �boui Ihc7olnl unless otI.._I_ sl.onn, /l ale h 5- I'd, a 4- long. A 6.,9 rlate b 6' fl- Inng. Siob (hvlr_.) ..,n panllcl to ale lcngtlr ap.cdlcd, oo•.hle NV o•, ..ch m al.a ll .,eel al tAc ec..lrord of the .•eb. othcnrbe shorn.. Cv.rn^.cl�r plate sI,- nbnwn slxo Inscd on the F.s11 s9 need to be Incscascd for eclWb, ha,Id- J/or creel lor. slresae. 71,Is hugs b rwl . b.rearcd ,•lUr Ilre n:la..la,.l uoled mJos olhcn.bc abo.,'n. Por .ddluon.l euatlly Ca.,bul rdu to APr51/Trl 1-1995 �AUTIONAIZY I`IOIES 1vgrcd an.—Ib,danvc eju, yU.em 6 n Dradns• IIID•91, 11.s,a arc Iv IeA ntll. pa.»c..br Arc dv. I.,g banding "rr4.F. A�I.c.r and Ins I.Ilal ion to a•old arg lr,nacs Inn .l.a lrlrl and rl.,nrb ps„_ I for ,.mob W.g la[ml4.rces sluU IK land ltiVUcd lr. oU.rn. Ca.cf..11..nd- emlal and veeUvn b,aeinb g al•ral� 5llI meal ptctauUuualI acUan Ic+r crlutra such'"Zorary bradng durU,g an bdwacn lnxsso Io acotd LoNpUr,g b,vtnR. ihesvper•bn„a of e,ceUan of 11.11 be -der tl,c eonlml t f persons ;,Yl In Ule blslalla Uon of Uvssts. ual ad0e. shall be suURbt If needed. a Uon of cvn,lr ucUo,. loads g.calu Jolg,. ba.ls sha0 nnl y appllcd lv l say Um_ No Lod,.11". nth.. old allcr all laslcnb•pn,nl lro p.,R I'd. 2n OF HIP GIRDER TI: I -III' .. BLOCKING ADDED -1.0 TOP CHORD STEP 'I -lip 1-RUSSES TO 51-IORTEIV- IV I -OR OSB' 1V0T TO EXCEED e9ro.C.. ;ICING TO GE MAILED TO TRUSSES w! NAILS 12". ON CEN- STAGGERED MARUMG: READ Au r�a�Es ort lliis sHE�r. EKtqal-ouda A COPY OF 11-115 DRAWING TO BE GIVEN 10 EREC CONIRACTOI?_ IING 4005 MARONDA WAY 13RACIrdG WARNING_ .3A IJ1=UR1). FL. 32771 I1,acing sl,v>m en uJs dn.ab. (d07) 321-UU6d Fax 1 7 thlcb b a pall nr the b ndb, dh 'nl r.rcl»n bra ch,e. n+„d bra 'I n c 1 (' O ) J2I-391] sLnnn k for Ialcral,�� , P c Qn and niddl nwst b: rnnsld ,c Lrg "r'shnllar hi, clue 1 OMAS POI'y Cl_ P F1-- I tr`adc la ar,dror lalcnl bla �h Inrss ,nanhers only t.. reduce Lu I Um buUft dclencr. Aroch,g •L_ AddlUonal 6raeb, g i1 rnJs and s eelue, eh11nE Irnrtle Flvrl:bns mua he LICEN$Y BOOSUUCB g.r u.e o •e., P 1 1 ea Inn, detc. n.brea by u,e huUdblg dolQr,cr. l eso G Ilnu: Pblc Inslltulc.111-lruelute Inar he ,c�ui, cd, (see 111 ,cEenanootl er.o.Icoo.rLsrlsa Doted rl 533 ntouwuv Drt•r_ F7 ol'I P17. I.ladlan.� r ,. SJr1@i. /)rnrn A,nrr.r ,1 r,nl..lr rn .•-�-_,. ..... .__' ...- .. ....- acn, Uug. Job: D irg: sgar 'fLy Cllll_ 'I:C Dive z6.0 P51 c Clead 7_11 IsC 33C C.ivc U_I) psC LC 1Je:dd 10.0 pSF ) .1 -• 33_U — psf (Truss ID. flip Dale: 10-20.-00 1.25 DINFac - PII: 1.25 0-c ShaClilg: �LLOh Design Cri)erila::IPI c��-fo iJavc_ �_ i DESIGN INFORMATION This design Is for an Individual building component and has been based on Information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or incorrect Information. specifications and/or designs furnished to the truss designer by the cdenl and the correctness or accuracy of this tnfomtation as 1t may relate to a spe. cUk project and accepts no responsibility or tie-.- no control with regard to fabrim- tion. handling, shipment and Installation of trusses. This tests has been designed as an Individual building component In accordance with ANSI/7PI 1.1995 and NDS-97 to be incorporated as part of the building design by a Building Designer !registered architect or professional engineer!. When reviewed for approval by the building designer. the design loadings shown must be checked to be sure that the data shown are in agreement with Us local building codes. local climatic records for wind or snow loads, proJect specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy I-ds. The design assumes cumpresston chords (top or bottom) are continu• ously braced by sheathing unless otherwise specified. Where bollonn chords in tension are not fully braced laterally by a properly applied rigid ceding, they should be braced at a ma_Vmum spacing of 10'-0. O.C. Connector Plates shad be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing is In conformance with the fabrimlors plans and to realize a continuing respomibWty for such veri- fication. Any discrepancies are to be put In writing before cutting or fabrication. Plato shall not be installed over knolh0les. knots or distorted gram. Members shall be cut for tight fitting wood to wood beating. Con. nector plates shall be located on both faces of the truss with nails fully imbedded and shall be sym. about the Joint unless otherwise shown. A 5x4 plate Is 5' wide x 4' long. A 6x8 plate Is 6' wide x 8- long. Slots (holes) run paraUel to the plate length specified. Double cuts on web members shall meet at the centrofd of the webs unless otherwise shown. Connector plate sues are mmhawn sizes based on the forces shown and may need to be increased for certain hand- ling and/or erection stresses. This buss Is not 10 be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Conuol refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations ate to be followed in accordance with "Handling Installing 8 Bracing-. HIS-91. Trusses are to be handled with particular ore during banding and bundling, delivery and Installation to avoid damage. Temporaryand permanent bracing for holding trusses In a straight and pltrmb pos- Itlon and for resisting lateral forces shall be designed and installed by others. Careful hand- ling is essential and erection bracing is always required. Normal precautionary action for busses requires such temporary bracing during Installation between trusses to avoid toppling and dominoing. The sulserislon of erection of truces shall be under the control of persons upe fenced in the msLaUaBon of trusses. Professlorml advice shall be sought if needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any (Ime. No fonds other than the welghl of the erectors shall be applied to trusses unW after all fastening and bracing Is completed. IUIr urutl U.L. TOP CHORDS: 2x6 SP #1 D 2x8 SP #1 D 2,3 BOT CHORDS: 2x6 SP #2 2x6 SP #1 D 3 WEBS: 2x4 SP #3 2x8 SP #2 2,16 WndLod per ASCE 7-98, C&C, V= 125mph, H= 15.0 ft, I= 1.00, Ecp.Cat. B, Rzt= 1.0 Bld Type. Encl L= 58.0 ft W= 40.0 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/961 at JOINT #17 L=-0.48" D=-0.51" T=-0.99" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.47" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.23" RMB = 1.15 WO: CHEK3 WE: This 4-PLY Hip Master designed to carry 11' 0" jacks (mono truss framed to BC) and Hip Jacks framed to BC 4-PLY TRUSS! fasten w/3"x 0.120" nails in staggered pattern per nailing schedule: TC- 2 per ft. BC- 2 per ft. WEBS- 2 per ft Repeat nailing as each ply is applied. 1/2" thru-bolts,or WS6 1/4"x 6" wood screw at 2411 o.c. shall be installed on TC&BC in addition to nailing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 1621# Support 2 1621# ..TC... FORCE...CSI 1- 2 -13806 0.25 2- 3 -16526 0.27 3- 4 -20882 0.14 4- 5 -20882 0.17 5- 6 -24952 0.20 6- 7 -24952 0.20 7- 8 -20881 0.17 8- 9 -20880 0.14 9-10 -16525 0.27 10-11 -13806 0.25 ..BC ... FORCE ... CSI 22-21 12242 0.68 21-20 12998 0.66 20-19 16654 0.66 19-18 23653. 0.92 18-17 23651 0.70 17-16 23649 0.70 16-15 23650 0.92 15-14 16653 0.66 14-13 12997 0.66 13-3-2 12241 0.68 4-11LYS ItE%IRLl) 7-4-0 25-4-0 1 2- 4 I 5 G 7 8 6.00 8X10 3X6 6X8 10X10 6X8 3X6 4XG 4-4-8 0-6-6 8X14 4X6 8X10 4X6 8X10 4X6 3X4 SXG 1-9-11 Face = 0-2-8 3.00 I 0-3-0 22 21 210 19 18 - - 4660# 8.0011 17 1-0-0 (RO-10-10) I I j 40-0-0 EXCEPT As S110WN PLATES ARE T1.20 GA TESTED PER ANSI/•rP( 1-1995 (Maronda Systems 4005 MARONDA WAY SANFORD, I-L. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE N0050068 1005 VANNESSA DROVIEDO.F1.327G6 Design: Afafrit Analysis TvMKniNU: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erecllmn bracing, rind bracing, portal bracing or sbnllar bracing which is a part of the building design and Much must arc considered by the building designer. Bracing shs m own Is for lateral support of truss members only to reduce buckling length. Nu isionust be mad Additional bracing of the overall structure may be required. IS ee I118-91 of Till). (Truss Plate institute, TPI• la looted at 583 D'Onufrlo Drive, MadBmn. Wisconsin 53719). JOB PATH: C:l7'fE-1,0/;Ill0AfED1R TI: A 61TYA =======-======Joint Locations===========-==_ 1) 0- 0- 0 9) 32- 8- 0 17) 20- 0- 0 - 2) 4- 2-14 10) 35- 9- 2 18) 15- 9- 5 3) 7- 4- 0 11) 40- 0- 0 19) 11- 6-11 4) 11- 6-11 12) 40- 0- 0 20) 7-10-11 5) 15- 9- 5 13) 35- 9- 2 21) 4- 2-14 6) 20- 0- 0 14) 32- 1- 5 22) 0- 0- 0 7) 24- 2-11 15) 28- 5- 5 8) 28- 5- 5 16) 24- 2-11 ----------- TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+D -46 -1- 0- 0 -46 7- 4- 0 TC Vert L+D -23 7- 4- 0 -23 32- 8- 0 TC Vert L+D -46 32- 8- 0 -46 41- 0- 0 BC Vert L+D -20 0- 0- 0 -20 7- 4- 0 BC Vert L+D -186 7- 4- 0 -186 32- 8- 0 BC Vert L+D -20 32- 8- 0 -20 40- 0- 0 Concentrated LBS Location BC Vert L+D -1475 7- 4- 0 BC Vert L+D -1475 32- 8- 0 --MAX. REACTIONS PER BEARING LOCATION----_ X-Loc Vert Ho=iz Uplift Y-Loc Type 0- 4- 0 4660 0 -1621 BOT PIN 39- 8- 0 4660 0 -1621 BOT H-ROLL 9 10 ill 6.04) 8X10 T 64X6 8X14 3X4 0-6-6 4-2-6 5X6 3.00 Face = 0-2-8 080 4660# 8.00n L 1-0-0 1475N (RO-10-10) scale = 0.1595 Eng. Job: Dwg: Dsgnr. TLY Cldc: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33. Truss ID: A Date: 6-26-03 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA HCS: 03.20.02 DESIGN INFORMATION This design Is for an individual building component and has been based on Information provided by the cllenL The designer dsclabns any responsibility for damages as a result of faulty or Incorrect Information, specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Information as it may relate to a spe- cific project and accepts no responsibility or merct es no control with regard to fabrta- tion, handling, shipment and Installation of trusses. This truss has been designed as an individual building component in accordance with ANSI/7PI 1-1995 and NDS-97 to be incorporated as part of the building design by a Budding Designer Iregistered architect or professional engineer). When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are In agreement with the local building codes, local climatic records for wind or snow loads. project specifications or special applied Inds. Unless shown, truss has not been designed for storage or occupancy loads. The design assume campmsUkm chords (lop or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigid ceiling, they should be braced at a maximum spacing of 10'-0' o.e Connector piatm shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653, Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricators plans and to maOre a continuing responsibility for such veri- fication. Any dlscrepandn are to be put in writing before cutting or fabrication. Plan shall not be installed over knotholes. knots or distorted gain. Members shall be cut for tight Oiling wood to wood bearing. Con- nector plates stall be located on both faces of the truss with nails fully imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is wide 5' we x 4' long. A 6.8 plate is 6- wide x 8- long. Slats (holes) rut, parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on lire forces shown and may need to be increased for certain hand. ling and/or erection stresses. This truss is not to be fabricated with fire mtordant treated lumber unless otherwise shown. For additional InfomaUon m Quality Control refer to ANSI/1?1 1-1995 PRECAUTIONARY NOTES Ail bracing and erection recommendations are to be followed in accordance with -Handling Installing @ Bracing'. HI13-91. Trusses are to be handled with particular care during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- Ition and for resisting lateral forces shall be designed and Installed by others. Careful hand- ling is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dominaing. The supervision of erection of trusses shall be under the control of persons experienced in the Installation of tosses. Professional advice shall be sought if needed. Concentration of construction loads greater than the design loads shall not be applied to Losses at any Un,e. No Imds other thin the weight of the erectors shall be applied to trusses until after all fastening and bracing iscompleted. JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. TOP CHORDS: 2x6 SP #2 BOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 2,6 MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed Eo be continuously braced unless noted otherwise. MAX LIVE LOAD DEFLECTION- L/950 at JOINT # 4 L=-0.49" Dn-0.50" T--0.99" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.47" MAX HORIZONTAL LIVE LOAD DEFLECTION: T. 0.23" RMB - 1.15 T 5-0-8 0-6-6 TT I I Face = 0-2-8 3.00 I 0-8 6X8 WO: CHEK3 WE: ®Continuous lateral bracing attached to either edge of web(s) shown. Bracing MUST be positioned to provide equal unbraced segments OR 2x4 T-brace nailed flat to edge of web with w/3"x 0.120" nails spaced 8" o.c Brace must extend at least 90% of web length 2x6 Brace required on any web over 14'-0". WndLod per ASCE 7-98, C&C, V= 125mph, He 15.0 ft, I- 1.00, Exp.Cat. B, Kzt- 1.0 Bld Type- Encl L= 58.0 ft W= 40.0 ft Truss in INT zone, TCDL- 4.2 psf, BCDL= 6.0 psf Fact Resistant Covering and/or Glazing Req ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -4073 0.52 12-11 3664 0.76 2- 3 -5333 0.59 11-10 3665 0.64 3- 4 -5387 0.42 10- 9 5402 0.83 4- 5 -5372 0.57 9- 8 3664 0.65 5- 6 -4072 0.53 8- 7 3663 0.76 4X6 8X10 TI: B 9TY:1 =a===e: ====Joint Locations ===n==. 1) 0 0- 0 5) 31- 4- 0 9) 22- 8- 0=, 2) 8- 8- 0 6) 40- 0- 0 10) 17- 2- 1 3) 17- 2- 1 7) 40- 0- 0 11) 8-11-11 4) 22- 8- 0 8) 31- 0- 5 12) 0- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION---=- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 1366 55 -988 BOT PIN 39- 8- 0 1366 0 -1007 BOT H-ROLL PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 988# Support 2 1007# AYR 6 5X6 T 0-6-6 4-10-6 i 1 3 00 Face = 0-2-8 080 ik 8-3-11 22-0-10 8-3-11 1 1366# 8.00" 11 10 9 7 0 1366N 8.00"U-1 1-0-00 (RO- �e EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSUTPI 1-1995 ' (RO-10-10) scale = 0.1595 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: E Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: B CONTRACTOR. Dsgnr: TLY Chk: Date: 4-21-03 4005 MARONDA WAY BRACING WARNING: TC Live 16.0 psf DurFac - Lbr: 1.25 SANFORD, FL. 32771 Bracing shown on this drawing is not er=Uon bracing, wind bracing, portal bracing or similar bracing which s a part of the building design and which must be considered by the building designer. TC Dead 7.0 psf DurFae - PIt: 1.25 (407) 321-0064 Fax (407) 321-3913 Bracing shown s for lateral support of buss members only to reduce bucklinglees ' Provisions must to BC Live 0.0 PSf O.C. Spacing: 24.0" P 9• TOMAS PONCE P.E. made to anchor latend bracingt ends ands Additional brae of the overall structure map be m locations ( determined o by the building designer. bracing Y required. (See IHIB-91 of Tpll. BC Dead 10.0 psf Design Criteria: TPI LICENSE #0050068 rrmss Plate Institute. TPI, Isca located at 583 D'Onofrio Drive, Madison. 1Vsconsin 53719). �.1 Code Dese: ZOOS VANNESSA UROVIEl10.Fi32768 TOTA L 33.0 Psi I V:09.05.02- 21644- ' Design: Marrit Analysis JOB PA771: CA7EE-LOKlli0MF-DlR TICS: 08.20.02 JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. DESIGN INFORMATION This design Is for an individual bullding component and has been based on Information provided by the client. The designer dbclabns any responsibility for damages as a result of faulty or Incorrect Infomratlon, specifications and/or designs furnished to the tress designer by the client and the correctness or -ey If this information as it may relate to a spe- cific project and accepts no responsibility or exercises no control with regard to ca fabrf- it=. handling, shipment and installation of trusses. This truss has been designed as an Individual building component In accordance with ANSI/TPI 1-1995 and NDS-97 to be incorporated as part of the building design by a Building Designer (miltStered architect or professional engtneed. when reviewed for approval by the building designer, the design Imd[ngs shown must be checked to be sure that the data shown are In agreement with the local building codes, local cLalic records for wind or snow Imds, project speelilcatlons or special applied Imds. Unless shown. truss has not been designed for storage or occupancy Imds. The design assumes compresslon chords (lop or botloml are mnUnu. ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a property applied rigid ceWng. they should be braced at a maximum spacing of 10'-(' o.c. Connector plates shall be manufactured from 20 gauge hot dipped gahantzed steel meeting ASrM A 653. Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabricaUon, the fabricator shall review this drawing to verify that this drawing la In conformance with the fabricator's plans and to realize a continuing responsibility for such veri- fication. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall anot be Installed Over knotholes, knots or Ztorted grn. Memer bshall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of the thus with nails fully imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate Isil 5' we x V long. A 6x8 plate 1. 6' wide x 8- long. Slots (holes) run parallel to the plate length Specified. Double cut. on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate seas are minimum sizes based on the forces shown and may need to be increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection reconmrendaUom are to be followed in accordance with -Handling Installing R Bracing'. HIB-91. Tresses are to be handled with particuLir can during banding and bund1by, delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- ition and for resting lateral forces shall be designed and Installed by others. Careful hand- ling IS essential and erection bracing s always required. Natural precautionary acUon for trusses requires such temporary bracing during Installatkrn between trusses to avoid toppling and dominoing. The supervision of erection of trusses shall be under the control of persons experienced in the Installation of trusses. Professional advice shall be sought If needed. Concentration of construction Imds greater than the design loods shall not be applied to trusses at any time. No Imds other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. TOP CHORDS: 2x6 SP #2 2x8 SP #2 2,3 BOT CHORDS: 2x6 SP #2 2x8 SP #2 2,3 WEBS: 2x4 SP #3 2x4 SP #2 12 WndLod per ASCE 7-98, C&C, V= 125mph, H- 15.0 ft, I- 1.00, Exp.Cat. B, Kzt- 1.0 Bld Type= Encl L. 58.0 ft W- 40.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL- 6.0 psf Impact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/424 at JOINT #15 L=-1.09" De, 0.45" T=-0.64" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.31" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.53" RMB = 1.15 T 5-0-8 0-6-6 WO: CHEK3 WE: MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise 3-PLY TRUSSI fasten w/3"x 0.120" nails in staggered pattern per nailing schedule: TC- 2 per ft. BC- 2 per ft. WEBS- 2 per Repeat nailing as each ply is applied. Distribute loads equally to each ply. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 787# Support 2 757# TC...FORCE ...CSI 1- 2 -7832 0.22 2- 3 -9350 0.24 3- 4 -11397 0.10 4- 5 -11398 0.12 5- 6 -14088 0.16 6- 7 -14092 0.16 7- 8 -12168 0.16 8- 9 -8034 0.20 9-10 -6791 0.18 3-PLYS REQUIRED 8X10 3X6 Face = 0=u-u 3.001-2-0 �{ 0-8 •.BC ... FORCE ... CSI 20-19 6968 0.53 19-18 7171 0.54 18-17 8829 0.39 17-16 13169 0.57 16-15 13170 0.59 15-14 12462 0.58 14-13 7594 0.39 13-12 6224 0.47 12-11 6040 0.46 1OX10 6X8 2657# 8.00" 1-0 0 CCf�VI1t�-I�L) A 40-0 (12) 2X4 866# � EXCEPT AS SHOWN PLATES ARE TL20 GA T ED PER ANSIlTPI 1-1995 1394N LMaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 10015 VANNEWA D0.0111EDOXI-32766 Design: Matrix Analysis TI: B 1 9TY:3 __ = === = =Joint Locations=======at,== 1) 0-=0- 0 8) 31- 4- 0 15) 20- 8- 0 2) 4-10-14 9) 35- 1- 2 16) 16- 2-11 3) 8- 8- 0 10) 40- 0- 0 17) 11- 7- 4 4) 11- 7- 4 11) 40- 0- 0 18) 9- 1-11 5) 16- 2-11 12) 35- 1- 2 19) 4-10-1+ ft 6) 20- 8- 0 13) 30-10- 5 20) 0- 0- 0 7) 23- 9- 5 14) 23- 9- 5 WAKIVIIV4: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing which is a part of the building design and which must be considered by the building designer. Bmcing shown is for lateral support of truss members only to reduce buckling length. Provisions must be made ca to anchor lateral bmcng at ends and specified lotions determined by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of T19). rrruss Plate Institute. TPI, is located at 583 D'Onofrio Drh•e. Madison, wsconsin 53719). JOB PAT#: CATEE•-LOKINOMEDIR ------------ TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+D -46 -1- 0- 0 -46 41- 0- 0 BC Vert L+D -20 0- 0- 0 -20 40- 0- 0 Concentrated LBS Location BC Vert L+D -866 11- 7- 4 BC Vert L+D -1394 20- 8- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 2656 -28 -787 BOT PIN 39- 8- 0 2334 0 -757 BOT H-ROLL 8X10 T 0-6-6 4-10-6 13 00 Face = 0-2-8 080 113 112 j 2334# 8.00" 0-0 (RO-10-10) scale = 0.1595 Eng. Job: HEK Dwg: Truss ID: B1 Dsgur: TLY Chk: Date: 4-21-03 TC Live 16.0 psf DurFac - Lbr: 1.25 TC Dead 7.0 psf DurFac - Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psi Design Criteria: TPI Code Desc: TOTAL 33.0 psf V:09.05.0 - 21646- HCS: 08.20.02 DESIGN INFORMATION This design is for an Individual building component and has been based on li fomution provided by the cllenL The designer discLihos any responsibility for damages as a result of faulty or incorrect Informiation, specifications and/or designs furnished to the truss designer by the client and the mrreciWess or accuracy of this Information as it may relate to a spe- clflc project and accepts no responsibility or exercises no control with regard to fabrica- tion, handling, shipment and Installation of trusses. This truss has been designed as an individual building component In accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are In agreement with the local building codes. local climatic records for wind or snow Inds, project specmcati.na or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords Ilop or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a properly applied rigki ceiling. they should be braced at a maximum spacing of 10'-W o.c Connector plates shall be marrufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricator's plans and to realize a continuing responsiblity for such veri- fication. Any discrepancies are to be put in wring before cutting or fabrication. Mato shall not be Installed over knotholes, knots or distorted grain. Members shag be cut for light fitting wood to wood bearing. Con. nector plates shall be located on both faces of the truss with nalls fully imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5' wide x 4' long. A Bx8 plate is 6' wide x 8' long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sI.- am minimum sties based on the form shown and may need to be Increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless; otherwise shown. For additional information on guallly control refer to ANSI/TPI 1-19M PRECAUTIONARY NOTES A8 bracing and erection recommendaUons are to be followed Inaccordance with "Handling Installing & Bmcing•. HIB-91. Taus" are to be handled with particular care during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding theses In a straight and plumb pos- Won and for restating lateral fortes shall the designed and installed by others. Careful hand- Ung Is essential and erection bracing is always required. Normal precautionary action for (noses requires such temporary bracing during Installation between truss" to avoid toppling and dominotng. The supervision of erection of taus" shall be under the control of persons experienced In the butaliaison of trusses. Professional advice shall be sought If needed. Concentration of mnstmetion loads greater than the design loads shall not be applied to truss" nt any time. No Inds other than the weight of the erectors shall be applied to trusses until after all fastening and bracing b completed. JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. TOP CHORDS: 2x6 SP #2 BOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 2,4 MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise MAX LIVE LOAD DEFLECTION: L/999 L--0.42" D--0.44" T--0.86" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T. 0.44" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.22" RMB = 1.15 0 T 5-8-8 0-6-6 1-6 JL WO: CHEK3 WE: ®Continuous lateral bracing attached to either edge of web(s) shown. Bracing MUST be positioned to provide equal unbraced segments OR 2x4 T-brace nailed flat to edge of web with w/3"x 0.120" nails spaced 8" o.c Brace must extend at least 90% of web length 2x6 Brace required on any web over 141-0". WndLod per ASCE 7-98, C✓rC, V- 125mph, H- 15.0 ft, I= 1.00, Exp.Cat. B, Kzt- 1.0 Bld Type- Encl L= 58.0 ft W. 40.0 ft Truss in INT zone, TCDL- 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req TC... FORCE ... CSI . -BC ... FORCE ... CSI 1- 2 -4019 0.55 10- 9 3615 0.72 2- 3 -4925 0.57 9- 8 3597 0.64 3- 4 -4925 0.57 8- 7 3596 0.64 4- 5 -4018 0.56 7- 6 3614 0.72 TI: C CITY:1 m _ = ==--Joint Loc=:s ations==_====____ = =1)0- 0- 0 5) 40- 0- 0 9) 10- 3-11 2) 10- 0- 0 6) 40- 0- 0 .10) 0- 0- 0 3) 20- 0- 0 7) 29- 8- 5 4) 30- 0- 0 8) 20- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION_____ X-Ltx Vert Horiz Uplift Y-Loc Type 0- 4- 0 1366 58 -992 BOT PIN 39- 8- 0 1365 0 -1011 BOT H-ROLL PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 992# Support 2 1011# 6X8 8X10 6YR Face = 049---3 OV-4 o{ 0-8 5X6 ( 3.00 Face = 0-2-8 080 19d-7-11 19-4-10 9-7-11 11 1366# 8.00" 8 6 1-0-0 1366# 8.00" 40-0-0 1-0-0 cd5��@> A S (12) 2X4 j�(xo--10-10) EXCEPT AS S11OWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.1595 T Lmaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNFSSA DROVIEDO.FL32766 Design: bfmrtx Analpif WAKNlflb: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing Is not erection bracing, wind bracing, portal bracing or shnllar bracing which Is a part of the building design and which must he considered by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the budding designer. Additional bracing of the overall structure may be required. (See HIB-91 of M). frruss Plate Institute, TPI, is located at 583 D'Onofrio Drive. Madison, Wisconsin 53719). JOB PAT71: C.ITEE-LOKIHOMEDIR Eng. Job: Dwg: Dsgfir: TLY Chk: TIC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 psf Truss ID: C Date: 4-21-03 DurFac - Lbr: 1.25 DurFac - PIt: 1.25 O.C. Spacing: 24.011 Design Criteria: TPI Code Desc: V:09.05.02- 21647- 11CS: 09.20.02 DESIGN INFORMATION This design is for an individual building component and has been based on Information provlded by the client. The designer di clams any tesponslbWty for damages as a result of faulty or incorrect Information, specifications and/or designs fumtshed to the truss designer by the client and the correctness or accuracy of this Information as It may relate to a spe. clue project and accepts no responsibility or c,mmiscs no control with regard to fabrica- tion, handling, shipment and Installation of trusses. This truss has been designed as an mdlvWual building component In accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer, the design loadings shown most be checked to be sure that the data shown are In agreement with die kxal building codes, local cft=Uc records for wind or snow loads• project speclflmUom or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (lop or bot(om( are continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced Laterally by a properly applied rigid celllng, they should be braced at a maximum spacing of 10'-0- o.c Connector plates shag be manufactured from 20 gauge hot dipped galvanimd steel meeting ASIM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is In conformance with the fabrimtor's plans and to realize a continuing responslblgly for such verl- Umtlon. Any discrepancies are to be put in writing before cutting or fabrication. Plates shag not be installed over knotholes, knots or distorted grain. Members shall be cut for light fitting wood to wood bearing. Con- nector plaits shall be located on both faces of the truss with nalls fully Imbedded and shall be sym. about the Joint unless otherwise shown. A 5.4 plate is 5- wide x 4' long. A 6x8 plate is 6' wide x 8' long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the cenlroW of the weha unless oUerwbe shown. Connector plate sizes are minhnum sizes based on the forces shown and may need to be increased for certain hand- ling and/or erection stresses. This truss is not :o be fabricated with fire retardant treated lumber unless otherwise shown. For additional Wonnallon on Quality Control refer to ANSI/TPI 1.1995 PRECAUTIONARY NOTES All bracing and erection recamonendaUons are to be followed I accordance with -Handling Instating d Bracing. HID-91. Trusses arc to be handled with particular care during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses I a straight and phunb pos- Man and for resisting lateral forces shall be designed and Instated by ethers. Careful hand- Ung Is essential and erection bracing is always required. Normal premutlanary action for trusses requires such temporary bracing during Instd btlon between trusses to avoid toppling and dommatng. The supervblon of ereeuon M less' shall be under the mnLml of persons -pertenc d in the Installation of trusses. Professional advice shall be sought If needed. CommnLmUon of ".... uctlon loads greater than the design loads shall not be applied to trusses at any time. No bads other than the weight of the erect', shag be applied to 1....10after at fastening and bracing is completed. JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. TOP CHORDS: 2x6 SP #2 BOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 2,4 MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. MAX LIVE LOAD DEFLECTION: L/999 L=-0.42" D=-0.44" T=-0.86" MAX HORIZONTAL TOTAL LOAD DEFLECTION: Ta 0.44" MAX HORIZONTAL LIVE LOAD DEFLECTION: Ta 0.22" RMB = 1.15 T 5-8-8 0-6-6 WO: CHEK3 WE: ®Continuous lateral bracing attached to either edge of web(s) shown. Bracing MUST be positioned to provide equal unbraced segments OR 2x4 T-brace nailed flat to edge of web with w/3"x 0.120" nails spaced 8" o.c Brace must extend at least 90% of web length 2x6 Brace required on any web over 141-0". WndLod per ASCE 7-98, C&C, Va 125mph, H- 15.0 ft, Ia 1.00, Ebcp.Cat. B, Kzt- 1.0 Bld Type. Encl L= 58.0 ft Wa 40.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req TC... FORCE...CSI ..BC ... FORCE ... CSI 1- 2 -4019 0.55 10- 9 3615 0.72 2- 3 -4925 0.57 9- 8 3597 0.64 3- 4 -4925 0.57 8- 7 3596 0.64 4- 5 -4018 0.56 7- 6 3614 0.72 TI: C 1 QTYA === --===--Joint Locations===iaci era===vma=a 1) 0 0- 0 5) 40- 0- 0 9) 10- 3-11 2) 10- 0- o 6) 40- 0- 0 10) 0- o- 0 3) 20- 0- 0 7) 29- 8- 5 4) 30- 0- 0 8) 20- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION---=- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 1366 58 -992 BOT PIN 39- 8- 0 1365 0 -1011 BOT H-ROLL PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 992# Support 2 1011# 6X8 8X10 KVR Face = 048 3 0V_�-0 --� 0-8 0 5X6 T 5-6-6 0-6-6 -A- T- 1 3.00 Face = 0-2-8 080 1 9-7-11 11 19-4-10 1 9-7-11 1 1366# 8.00" 8 6 1-0-0 40-0-0 1366# 8.00" 1(_ -0-0 CCf��) A ES (12) 2X4 ('T(RO--10-10) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSUTPI 1-1995 scale = 0.1595 ■ Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407)321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DMOVIEDO.F1.327M Deign: Mafrit Analysis WAKIVING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not emdlon bracing, wind bracing. portal bracing or sbnllar bracing which is a part of the building design and which must be considered by the building deitgrer. Bracing shown Is for lateral support of truss members only to reduce buckling Iengtb. Prwblors must be made to anchor lateral bracing at ends and specified locations determined by the building desigter. Additional bracing of the overall structure may be required. (See IIIB-91 of TPIi. (fruw Plate Institute, TPI, b located at 583 D'Onofrio Drive. Madison. Wisconsin 53719). JOB PATH.' C:ITEE-LOKIHOMFLOIR Eng. Job: Dwg: Dsgnr: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 Dsf Truss ID: C1 Date: 4-21-03 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: HCS: 08.20.02 JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. WO: CHEK3 WE: DESIGN INFORMATION This design is for an Individual building component and has been based on Information provided by the client. The designer dlsctahro any responsibility for damage as a result of faulty or Incorrect Information, specgkatlons d/or designs furnished to the truss designer by the client and the correctness or accuracy of this Infornetlon - It may relate to a spe. ctnc project and accepts no responsibility or exercises no conical with regard to fabrip- tlon, handling. shipment and installation of muses. This truss has been designed - an Individual building component in accordance with ANSI/7PI 1-1995 and NDS-97 to be incorporated as part of the building design by a Building Designer (registered architect or pmfesslonal engineer). When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are in agreement with the loci building codes. local climatic records for wind or snow loads. project specifications or special applied bads. unless shown. truss has not been d=lgned for storage or occupancy loads. The design assumes compresslan chords itop or bottom) are conunu- usly braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced latendly by a properly applied rigid ceiling. they should be braced at a maximum spacing of 10'4r o.c. Connector plates shall be manufactured from 20 gauge hot dipped gahantred steel meeting ASTM A 653. Grade 40. unh s otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shag review this drawing to verily that this drawing Is in conformance with the fabricotor's plans and to realize a continuing responsibility for such ved- fication. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be installed over knotholes. knots or distorted grain. Memben shall be cut for light fitting wood to wood tearing. Con- nector pastes shall be [acted on both faces of the truss with nails fully Imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5" wide x 4" long. A 6x8 plate is 6" wide x 6" long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. n Conector plate slz s are mm sties based stbased on the forces shown and may need to be IncZ-ed for certain hand- ling and/or erection stnuses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on guallty Control refer to ANSI/7PI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with "Handling Installing & Bracing. HIB-91. Tnuses are to be handled with particular eve during banding and bundling. delivery and Installation to avoid damage. Temponary and permanent bracing for holding trusses in a straight and plumb pos- Itlon and for resisting lateral form shall be designed and Installed by others. Careful hand. ing is esaenual and erection bracing is ahvays required. Norval precautionary action for muses requbes such temporary bmcing during bstalation between trusses to avoid toppling and dominotog. The supervision of erecuan of muses stall be under the control of persons experienced in the installation of trusses. Pmfeasionaf advice shall be sought If needed. Concentration of consWction loads greater than the design bads shall not be applied to I.— at any thee. No loads other than the weight of the erect on shag be applied to muses un W after all fastening and bracing Is completed. TOP CHORDS: 2x6 SP #2 BOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 4,6 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 975# Support 2 1009# MAX LIVE LOAD DEFLECTION: L/999 L=-0.35" D--0.36" T=-0.71" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.42" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.21" P14 B - 1.15 i 64-8 0-6-6 MULTIPLE LORDS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-98, C&C, V= 125mph, Hm 15.0 ft, i= 1.00, Rxp.Cat. B, Kzt- 1.0 Bld Type= Encl L- 58.0 ft W= 40.0 ft Truss in INT zone, TCDL- 4.2 psf, BCDL- 6.0 psf Itrlpact Resistant Covering and/or Glazing Req ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -3949 0.44 14-13 3535 0.78 2- 3 -3824 0.41 13-12 3584 0.71 3- 4 -4342 0.45 12-11 3483 0.58 4- 5 -4342 0.45 11-10 3484 0.58 5- 6 -3825 0.42 10- 9 3584 0.71 6- 7 -3949 0.46 9- 8 3536 0.78 TI: D =_ = _=====Joint Locations==--- ei .1) 0 0- 0 6) 33- 9- 2 11) 20- 0- 0� *2) 6- 2-14 7) 40- 0- 0 12) 11- 7-11 3) 11- 4- 0 8) 40- 0- 0 13) 6- 2-14 4) 20- 0- 0 9) 33- 9- 2 14) 0- 0- 0 5) 28- 8- 0 10) 28- 4- 5 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 1365 88 -975 BOT PIN 39- 8- 0 1366 0 -1009 BOT H-ROLL 114-0 174-0 11-4-0 1 2 4 6 0 6X8 8X10 6X8 Face = 04% - 0-8 =� 5X6 6-2-6 0-6-6 T_ 3 00 Face = 0-2-8 10-11-11 16-8-10 11 10-11-11 1366# 8.00" 13 1 11 10 9 18.00" 1-0-0 1366# CCS) A S 2X4 40-0-0 1-0-0 (12) (I RO-10-10) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSUTPI 1-1995 scale = 0.1595 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: W E Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING D`vg: Truss ID: D CONTRACTOR. BRACING WARNING: Dsgnr: TLY CIA: Date: 4-21-03 TC Live 16.0 psf DurFae - Lbr. 1.25 4005 MARONDA WAY SANFORD, FL. 32771 Bmein shown on this drawingis not erection bracinbra wind cinportal bracing or similar bracingTC which is a parhi t of the building design and which must be considered by the building designer. Bracing Dead 7.0 f DurFae - PIt: 1.25 (407) 321-0064 Fax (407) 321-3913 shown is for lateral support of trims menaben only In reduce buckling length. Pmavislons must be BC Live 0.0 psf O.C. Spacing: 24.0n TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified locations delennined by the building designer. Additional bracing of the werall structure may be required. (See HIB-91 of 7PI). tr BC Dead 10.0 psf Design Criteria: TPI LICENSE #0050068 rr-w Plate Institute. 7P1. is located at 583 D'Onafrio Drive, Madison, Wisconsin 53719). Code Dese: 1005 VANNE-"A DROVieDo.Pt.327G8 TOTAL 33.0 psf V:09.05.02- 21649- ' Design: Mafrit Analysis JOB PA771: CATEE-LOKIROMEDIR NCS: 08.20.02 JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. WO: CHEK3 WE: DESIGN INFORMATION This dcslgn is for an Individual building component and has been based on information provided b the Ghent. The designer disclaims any responsibility for damages as a result of faulty or Incorrect Wommatlon, specllimtions and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Information as it may miale to a spe- C. project and accepts no responsibility or uereises no control with regard to fabrica- tion, handling shipment and Installation of trusses. This trusa has been designed as an Individual bugdbrg component In accordance with ANSI/TPI 1.1995 and NDS-97 to be Incorporated as part of the building design by a Bulking Designer (registered architect or professional engineer). When reviewed for approval by the building designer. the design loadings shown most be checked to be sure that the data shown are In agreement with the local building codes. local climatic records for wind or snow loads. project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy Inds. The design assumes compression chords (top or bottom) are continu- ously bmced by sheathing unless otherwise specified. Where lwlton chords In tension are not fully braced laterally by a properly applied rigid ceiling. they should be braced at a maximum spacing of 10'-V o.e. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is in mrdormnance with the fabricator's plans and to realize a continuing responsibility for such veri- flcauon. Any dlscrepancles are to be put In writing before cutting or fabrication. Plat- shall not be Installed over knotholes, knots or distorted grain. Members shall be cut for tight IltUng wood to wood beating. Can. nector plat- shall be located on both faces of the ass with nails fully imbedded and shall be sym. about the joint unless otherwise shown. A Sx4 plate Is 5' wide x 4' long. A 6x8 plate is 6' wide x 8' long. Slots (holes) rust parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes are mintrnum slz- based on the forces shown and may need to be mcr-sed for certain hand- ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information an guallly Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with -Handling Installing A Bracing. HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb poa- Itlon and for resisting lateral fore- shall be designed and Installed by others. Careful hand- ling is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dondnotng. The supervision of erection of trusses stall be under the control of persons experienced In the installation of trusses. Professlonal advice shall be sought If needed. Concentration of mnslruetlon loads greater than the design loads shall not be applied to trusses at any time. No loads other than the 'ot of the erectors shag be applied to trusses unlg after all fastening and bracing is completed. TOP CHORDS: 2x6 SP #2 BOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 4,6 PROVIDE UPLIFT CONNECTION PER SCHEDULE. Support 1 974# Support 2 1008# MAX LIVE LOAD DEFLECTION: L/999 L=-0.32' D--0.33" T--0.65" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.42" MAR HORIZONTAL LIVE LOAD DEFLECTION: T- 0.21" RMB - 1.15 MULTIPLE LOADS -- This design is the ccoposite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-98, C&C, V= 125mph, A= 15.0 ft, I= 1.00, Exp-Cat. B, Kzt= 1.0 Bld Type- Encl L= 58.0 ft W- 40.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req ..TC... FORCE ... CSI .,BC ... FORCE ... CSI 1- 2 -4002 0.46 14-13 3591 0.79 2- 3 -3689 0.42 13-12 3629 0.69 3- 4 -3880 0.37 12-11 3343 0.53 4- 5 -3880 0.37 11-10 3342 0.53 5- 6 -3689 0.43 10- 9 3629 0.69 6- 7 -4002 0.47 9- 8 3590 0.79 TI: E . 9TY:2 =======_ Joint Locations==_____ _;== 1) =0- 0- 0 6) 33- 1- 2 11) 20- 0- 0 2) 6-10-14 7) 40- 0- 0 12) 12-11-11 3) 12- 8- 0 8) 40- 0- 0 13) 6-10-14 4) 20- 0- 0 9) 33- 1- 2 14) 0- 0- 0 5) 27- 4- 0 10) 27- 0- 5 -- MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 1365 92 -974 Bar PIN 39- 8- 0 1365 0 -1008 BOT H-ROLL 12-8-0 14-8-0 12-8-0 r 2 4 6 6 0000 0 6X8 3X4 6X8 7-0-8 0-6-6 Face = 049l 0-8 3.00 0-6-6 5X8 T Face = 0-2-8 6-10-6 12-3-11 14-0-10 1112-3-11 1 13 1 L1 10 9 8 1366# 8.00" 1366# 8.00" 1-0-0 40-0-0 1-0-0 Cd'%#i /PLA S (12) 2X4 10) EXCEPT EXCEPT AS S11OWN PLATES ARE T1.20 GA TESTED PER ANS1/TPl 1-1995 scale = 0.1595 (!M!aronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DR.OVIEDO.FL32766 YYAKNINU: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bmeing shown on this dm%ing is not erection bracing, wind bracing. portal bracing or similar bracing which is a pan of the building design and which must be considered by the building destgner. Bracing shown is for Literal support of truss members only to reduce buckling length. Provisluns must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPI). rr a Plate licultule, 'ri 1. I% located at 583 D'Onofrio Drive. Madison. Wisconsin 53719). Eng. Job: Dwg: Dsgnr: TLY Clik: TC Live 16.0 psf TIC Dead 7.0 psf BC Live 0.0 )uf BC Dead 10.0 psf TOTAL 33.0 Truss ID: E Date: 4-21-03 DurFac - Lbr: 1.25 DurFac - Pit: - 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: Design: Matrix Alwlysis JOB PATH: C:ITEF-LOKIIIOMEDIR HCS. 0120.02 JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. DESIGN INFORMATION TTiis design is for an individual building component and has been based on information provided by the client The designer dlselainn any responslbWry for damages as a result of faulty or i neonect information. specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this information as It may n,late to o spe- cific project and accepts no responsibility or -"es no control with regard to fabrica- tion, handling, shipment, and installation of I--. This truss has been designed - an Individual building component in accordance w1U ANSIrM 1-1995 and NDS-97 to be tnmrpora" as pan of the building design by a Building Designer (registered architect or professional engineers. When reviewed for approval by the building designner. the design loadings shown must be checked to be sure that the data shown are in agreement with the lord budding codes. local cllmaUc records for wind or snow loads. project specifications or speclai applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (lop or bottom) are contlnu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a property applied rigid mtlfng, they should be braced at a maximum spacing of 10'-M o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is in conformance with the fabric.L es plat. and to realize a continuing responsibility for such veri- (kation. Any discrepancies an, to be put in writing before cutting or fabrication. Ptates shall not be installed over knotholes. knots or distorted grain. Members shall be cut for tight Biting wood to wood bearing. Con. nector plates shall be located an both faces of the thus with nails fully imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate Is 5' wide x 4' long. A 6x8 plate is 6' wide x 8- long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the ttntrokt of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be Increased for certain hand - Ling and/or erection stresses. This truss is not to be fabricated with fire retardant Uealed lumber unless otherwise shown. For additional Information on guallty Control refer to ANSI/TPI 1-19% PRECAUTIONARY NOTES AU bracing and erection recommendations are to be followed In accordance with "Handling Installing A Bracing^, HIB-91. Trusses aro to be handled with particular care during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- nion and for resisting lateral form shall be designed and Installed by other. Careful hand- ling is essential and .-Uon bracing is always required. Normal pm=uUonary action for trusses requires such ternporwy bracing during Installation between taws to avoid toppling and dominoing. The supervision of erection of trusses stall be trader the control of persons experienced in the WaUaUo" of trusses. Professional advice shall be sought If needed. Concentration of mmtmcUon loads greater than the design loads shag not be applied to trusses at any thre. No loads other than the re weight of the erectors shall be applied to muses until after a0 fastening and bracing is completed. TOP CHORDS: 2x6 SP #2 BOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 2,4,6,8 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 973# Support 2 1007# MAX LIVE LOAD DEFLECTION: L/999 L=-0.30" D=-0.31" T--0.61" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.42" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.21" RMB - 1.15 WO: CHEK3 WE: MULTIPLE LOADS -- This design is the cainposite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-98, CfC, V- 125ngph, H- 15.0 ft, I= 1.00, Ecp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 58.0 ft W. 40.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL- 6.0 psf Fact Resistant Covering and/or Glazing Req .-TC...FORCE ... CSI ..BC...FORCE ... CSI 1- 2 -4036 0.47 14-13 3627 0.80 2- 3 -3545 0.43 13-12 3656 0.68 3- 4 -3503 0.33 12-11 3195 0.48 4- 5 -3503 0.33 11-10 3195 0.48 5- 6 -3544 0.44 10- 9 3656 0.68 6- 7 -4036 0.48 9- 8 3626 0.80 TI: F 9TY:2 =----- 6-Joint Locations =====_==,� ====e= 1) 0 0 0 6) 32- 5- 2 11) 20- 0- 0 _ 2) 7- 6-14 7) 40- 0- 0 12) 14- 3-11 3) 14- 0- 0 8) 40- 0- 0 13) 7- 6-14 4) 20- 0- 0 9) 32- 5- 2 14) 0- 0- 0 5) 26- 0- 0 10) 25- 8- 5 ----MAX. REACTIONS PER BEARING LOCATION-----_ X-Lac Vert Horiz Uplift Y-Loc Type 0- 4- 0 1365 94 -973 BOT PIN 39- 8- 0 1365 0 -1007 BOT H-ROLL 14-0-0 1, 12-0-0 14-0-0 1 2 4 6 6.00 6.00 6X8 3X4 6XR 7-8-8 0-6-6 Face = 0-* -' 12-23000 I � 0-8 5X8 7-6-6 0-6-6 7T� I 3.00 Face = 0-2-8 080 1 13-7-11 1, 11-0-10 1, 13-7-11 1 13 1 11 10 9 1 1366N 8.00" 8 1-0-0 1366# 8.00" 40-0-0 (R -0 Cd�qli@) A S (12) 2X4 � j'-(RO--10-10) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSUTPI 1-1995 scale = 0.1595 Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 Ins VANN65SA DROVIEDOXI-32766 Design: Matrix Analysis WAKNIN(i: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing b not erection bracing, wind bracing, portal bracing or similar bracing which is a part of the building design and which must be considered by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations detemdned by the building designer. Additional bracing of the overall stmctum may be required. (See HIB-91 of TPI). p'nss Plate Institute. TPI, is located at 583 D'Onof io Drive, Madison, Wisconsin 53719). JOB PATH: CATEE-LOKINOMEDIR Eng. Job: Dwg: Dsgur: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead L0.0 psf TOTAL 33.0 Dsf Truss ID: F Date: 4-21-03 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: HCS: 08.20.02 JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. DESIGN INFORMATION This design is for an individual building component and has been based on Information provided by the client. The designer dischims any responsibility for damages as a result of faulty or Incorrect Information. specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Information as It may relate to a spe- cific project and accepts no responsibility or cimictses no control wmh regard to fabrtm- tion, handling. shipment and Installation of trusses. This truss has been designed as an Individual building component In accordance with ANSI/7P1 1-1995 and NDS-97 I. be Incorporated as part of the building design by a Building Designer (mglstered architect or professional engineer). When reviewed for approval by the building designer, the design loadings shown nrnst be checked to be sure Quit the data shown are In agreement with the local building codes. local climatic records for wind or snow kinds. project specifications or special applied loads. Unless shown, truss has not been destgued for storage or occupancy bads. The design asarunes compresslon chords (top or bottom) are conti tu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a properly applied rigid telling, they should be braced at a maximum spacing of 10'-0' o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized sled meeting ASIM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that Oils drawing is in conformance with the fabricators plans and to realize a continuing responsibility for such veri- fication. Any discrepancies are to be put In writing before cutting or fabrication. Plates shall not be Installed over knotholes, knots or distorted grain. Members shall be cut for tight filling wood to wood bearing. Con- nector plates shall be located on both faces of the law with nails fully Imbedded and shall be sym. about the joint unless otherwise shown. A 50 plate is 5' wide x 4- long. A 6x8 plate Is 6' wide x 8' long. Slots (holm) run parallel to the plate length specified. Doubk cuts on web members shall meet at the mntrold of the webs unless otherwise shown. Connector plate sI,- are mmtmum sties based on the forces shown and may need to be Increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated Irunbcr unless otherwise slim". For addlUonal InformaUon on Quality Control refer to ANSV PI 1-1995 PRECAUTIONARY NOTES Ail bracing and erection recommendations are to be followed In accordance with -Handling Installing h Bractrig-. HIB-91. Trusses are to be handled with particular cart during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- Ition and for misting lateral form shall be designed and irutalled by others. Careful hand- ling is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during btsta8ation between trusses to avoid toppling and dominoing. The supervision of erection of trusses shall be under the control of persons experienced In the Installation of trusses. Professional advice shall be sought If needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any lane. No loads other than (fie weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. TOP CHORDS: 2x6 SP #2 BOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 2,4,6 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 970# Support 2 1008# MAX LIVE LOAD DEFLECTION; L/999 L=-0.28" D=-0.29" T=-0.57" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.42" MAX HORIZONTAL LIVE LOAD DEFLECTION; T- 0.20" RMB = 1.15 8-2-8 0-6-6 1 Face = 0-2k`8- WO: CHEK3 WE: TI: G 9TY:1 MULTIPLE LOADS -- This design is the ==0___ ==1) __ _====Joint Loc=== ations==____==-___ coagoosite result of multiple loads. - 0- 0 5) 31- 7-12 9) 24- 7- 8 All COMPRESSION Chords are assumed to be 2) 8- 4- 4 6) 40- _ 0- 0 10) 15- 4- 8 continuously braced unless noted otherwise. 3) 15- 0- 0 7) 40- 0- 0 11) 8- 6- 8 WndLod per ASCE 7-98, C&C, V. 125mph, 4) 25- 0- 0 8) 31- 5- 8 ' 12) 0- 0- 0 H_ 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L- 58.0 ft W. 40.0 ft ---- MAX . REACTIONS PER BEARING LOCATION----- Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf X-LOC 0- 4- 0 Vert 1365 Horiz 105 Uplift Y-Loc Type BOT Impact Resistant Covering and/or Glazing Req 39- 8- 0 1365 0 -970 PIN -1008 BOT H-ROLL ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -4030 0.48 12-11 3623 0.79 2- 3 -3449 0.40 11-10 3646 0.66 3- 4 -3132 0.57 10- 9 3130 0.56 4- 5 -3451 0.41 9- 8 3645 0.66 5- 6 -4029 0.50 8- 7 3622 0.79 15-0-0 10-0-0 15-0-0 1 2 5 Q 0 12-2-03 00 11 - 6X8 6X8 8-0-6 0-6-6 5X6 1 3.00 Face = 0-2-8 0 8-0 1 �f- i 14-8-8 11 9-3-0 1, 14-8-8 1 1366N 8.00" 11 10 8 I-0 0 1366# 8.0011 Cd�4*) A ES (12) 2X4 40-0-0 10-0 (110-10-10) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSUTPI 1-1995 scale = 0.1595 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO:- CHFK3 Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: G CONTRACTOR. Dsgnr: TLY Clfk: Date: 4-21-03 4005 MARONDA WAY BRACING WARNING: TC Live 16.0 psf DurFaC - Lbr. 1.25 SANFORD, FL. 32771 Bracing shown on this drawing Is not ermllon bracing, wind bracing, portal bracing or similar bracing which is a part of the building design and which must be considered by the building designer. Bracing TC Dead 7.0 psf DurFae - Pit: 1.25 (407) 321-0064 Fax (407) 321-3913 shown Is for lateral support of truss members only to reduce buckling length. Provisions must be BC Live 0.0 psf O.C.Spacing: 24.0" TOMAS PONCE P.E. made to anchor lateral braclrg at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPI).,.1 BC Dead 1Design 0.o PSI` Criteria: TPI LICENSE #0050068 rrm" Plate Institute. TPI, is located at 583 D'Onafrio Drive. Madison. Wisconsin 53719). Code Dese: 1005 VANNESSA DROVIEOO.FL32766 TOTAL 33.0 psf , V:09.05.02- 2 65 - 1 Design: Metric Analysis JOB PATH: C:ITEE-LOKIHOMWIR HCS: 08.20.02 JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. WO: CHEK3 WE: DESIGN INFORMATION This design Is for an IndMdual building component and has been based on Information pr-lded by the client. The designer diselahns any respomibWty for damages as a result of faulty or Incorrect hdormalton. specifications and/or designs furnished to the truss designer by the client mid the correctness or accuracy of this information as It may relate to a spe- clilc project and accepts no responsibility or exercises no control with regard to fabrica- tion. handling, shipment and Installation of trusses. This truss has been designed as an IndMdual building component In accordance will ANSIrM 1-1995 and NDS-97 to be incorporated as part of the building design by a BuOding Designer (registered architect or professional engineer). When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are in agreement with the local building codes. local climatic records for wind or snow loads, protect specifications or special applied loads. Unless shown, tns has not been designed for storage or occupancy loads. The design assumes compresslon chords (lop or bottom) are mnWm- ously braced by sheathing unless otherwise specified. Where bottom chords in luulon are not fully braced laterally by a properly applied rWd ceiling. they should be braced at a maxinum spacing of l0•-0' o.e Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabri©lion, the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricator's plans and to reallre a continuing responsibility for such veri- fication. Any discrepancies are to be put in writing before cutting or fabrimUon. Plates shall not be installed over knotholes. knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plat- shall be located on both faces of the truss with nabs fully imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate Is 5- wile x 4- long. A 6x8 plate is 6- wide x 8' long. Slots (holm) run parallel to the plate length specified. Double cuts on web members shall meet at the centroid of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the fortes shown and may need to be Increased for certain hand- ling and/or erection stress-. This truss is not to be fabricated with flm retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with 'Handling Installing 8 Bracing', HIB-91. Trusses are to be handled with particular care during bonding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pm - Mon and far misting brteml forces shall he designed and Installed by others. Careful hand- ling is essential and erecth n bracing is always required. Normal precautionary action for trusses requires such temporary bracing dining Installation between trusses to avoid toppling and daminoing. The supervision of erection of trusses stall be under the contml of persons experienced in the installation of trusses. Professional advice shall be sought If needed. Concentration of construction loads greater than the design bads shall not be applied to trusses at any time. No Imds other than the weight of the erectors shall be applied to trusses until after all fastening and bmcmg is completed. TOP CHORDS: 2x4 SP #2 2x6 SP #2 2 BOT CHORDS: 2x6' SP #2 WEBS: 2x4 SP #3 2x4 SP #2 3 WndLod per ASCE 7-98, C4C, V- 125mph, H. 15.0 ft, I= 1.00, Exp.Cat. B, Kzte, 1.0 Bld Type. Rncl L= 58.0 ft W= 20.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL- 6.0 psf Inpact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION.- L/999 L=-0.06" D=-0.06" T=-0.12" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.04" MAX HORIZONTAL LIVE LOAD DEFLECTION: Te, 0.02" RMB = 1.00 4-3-15 0-6-6 4 0-0 MULTIPLE LOADS -- This design is the canposite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. This 1-PLY Hip Master designed to carry 71 0" open Jacks (no webs) across center and Hip Jack Truss framed to BC PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 559# Support 2 559# --TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -2367 0.50 10- 9 2054 0.55 2- 3 -2302 0.34 9- 8 2033 0.48 3- 4 -2065 0.49 8- 7 2036 0.54 4- 5 -2283 0.34 5- 6 -2348 0.51 TI: H __ -=__ ===Joint Locations== _==_= _ _ 1) 0- 0- 0 5) 16- 3- 0 9)= 7- 0-'0 2) 3- 9- 0 6) 20- 0- 0 10) 0- 0- 0 - 3) 7- 0- 0 7) 20- 0- 0 4) 13- 0- 0 8) 12- 8- 8 ------------ TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+D -46 -1- 1- 9 -46 7- 0- 0 TC Vert L+D -100 7- 0- 0 -100 13- 0- 0 TC Vert L+D -46 13- 0- 0 -46 21- 1- 9 BC Vert L+D -20 0- 0- 0 -20 7- 0- 0 BC Vert L+D -43 7- 0- 0 -43 13- 0- 0 BC Vert L+D -20 13- 0- 0 -20 20- 0- 0 Concentrated LBS Location BC Vert L+D -429 7- 0- 0 BC Vert L+D -429 13- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 1381 0 -559 BOT PIN 19- 8- 0 1368 0 -559 BOT H-ROLL 7-0-0 6-0-0 7-0-0 1 2 5 6 6.00 O 5X10 6X8 T 4-0-6 0-6-6 ..saws 20-0-0 10 11 1381N 8.00" 9 8 7 1-1-9 ia 1368N 8.00" _ L - i_ v 20-0-0 (R1-1-7) 430J1 (RL-1-7) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PE ANSI/TPI 1-1995 430N scale = 0.3010 Maronda Systems 4005 MARONDA WAY YYHII(rWiG: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Eng. Job: Dwg: Dsgnr: TLY TC Live Clik: 16.0 psr O; CHEK3 Truss ID: H Date: 4-21-03 DurFac - Lbr. 1.25 SA N FORD, FL. 32771 Bracing shown on this drawing is not erection bracing, wind bracing. portal bracing or slmdar bracing which is a part of the building design and which must be considered by the building designer. Bracing TC Dead 7.0 psf DurFae - Pit: 1.25 (407) 321-0064 Fax (407) 321-3913 shown is for lateral support of tram members only to reduce buckling length. Provlslons must be BC Live 0.0 psf Spacing: ae1r1 O.C.S 24.On TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the wem.-n ll structure may to required. (See HIB-9I of TPI). BC Deadps 0 10.r Design Criteria: TPI LICENSE #0050068 frm" Plate Institute. TPI, is located at 583 u0nofrio Drive. Madison, Wisconsin 537191. �.1 Code Dese: 1005 VANNFSSA D0.0VIEDOXI-32766 TOTAL 33.0 psf V:09.05.02- 2165 - 1 Detign: Mdrdr Andytit JOB PATH: C:ITPE-LOK1110MEON HCS: 08.20.02 JB: CHESAPEAKE K 3 AC:.10# UPLIFT D.L. WO: CHEK3 WE: DESIGN INFORMATION nis design Is for an indMdual building component and has been based on Information provided by tire cbent. The designer disclaims any resporulbWty for damages a.s a result of faulty or Incorrect Information, specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this information a i It may relate to a spe- cinc project and accepts no responsibility or screws no control with regard to fabrter- lton, handling, shipment and installation of trusses. This Uuss has been designed os an id Indivual building component in accordance with ANSI/7P1 1-1995 and NDS-97 to be incorporated m part of the building design by n Building Designer fregtstered architect or professional engmeerl. When reviewed for approval by the building designer, the design loadings shown most be checked to be sure that the data shown are in agreeraent with the local building codes. local clbn rtic records for wind or snow loads. project spectacations or special applied Inds. Unless shown. truss has not been deigned for ,to, or occupancy Toads. The design assumes compression chords (lop or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigid cellin& they should be braced at a -durum spacing of 10'4r o.c Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall rmiew this drawing to verify that this drawing s in conformance with the fabrtatoes plans and to realize a continuing responsibility for such veri- IkaUon. Any discrepancies are to be put in writing before cutting or fabrication. Plain shall not be tnstnlled over knotboles, knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plate shall be bated on both faces of the truss with nails fully Imbedded and shall be sym. about the joint unless otherwise shown. A Sx4 plate Is 5' wide x 4" long. A 6x8 plate is li wide x 8- king. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes are minimum stzes based un tire forces shown and may need to be Increased for certain hand. ling and/or erection stinses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quat)ly Control refer to ANSlfM I-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with -Handling Installing 6 Bracing-, HIB-91. Trusses are to be handled with partleular ara during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses in a stralght and plumb pos- Ition and for resisting lateral fortes shag be designed and Installed by others. Careful hand. Ling is essential and erecUon bracing is always required. Normal precautionary action for Misses requires such temporary bracing during Installation between trusses to avoid toppling and dominobng. The supervision of erection of trusses shall be under the control of persons experienced in the Installation of trusses. Professional advice shall be sought If needed. Concentration of construction Inds grater than the design loads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses unit) after all fastening and bractrg Is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 WEDGES: 2x4 SP #2 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 547# Support 2 496# MAX LIVE LOAD DEFLECTION- L/999 L--0.04" D=-0.04" Ta-0.07" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.04" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.02" RMB = 1.15 5-3-15 0-6-6 TI: I 9TY:1 MULTIPLE LOADS -- This design is the =____ = __ --Joint Locations=========__=_== composite result of multiple loads. 1) 0- 0- 0 5) 15- 5- 0 9) 9- 0-'0 All COMPRESSION Chords are assumed to be 2) 4- 7- 0 6) 20- 0- 0 10) 0- 0- 0 " continuously braced unless noted otherwise. 3) 9- 0- 0 7) 20- 0- 0 WndLod per ASCE 7-98, CSC, V= 125uph, 4) 11- 0- 0 8) 11- 0- 0 H= 15.0 ft, I- 1.00, Exp.Cat. B, Xzt= 1.0 ----MAX. REACTIONS PER BEARING LOCATION----- Bld Type. Eacl L- 58.0 ft W- 20.0 ft Truss X-Loc Vert Horiz Uplift Y-Loc in INT zone, TCDL- 4.2 psf, BCDL= 6.0 psf 0- 4- 0 711 31 -547 BOT PIIN Impact Resistant Covering and/or Glazing Req 19- 8- 0 659 0 -496 BOT H-ROLL ..TC... FORCE ... CSI 1- 2 -973 0.27 2- 3 -791 0.23 3- 4 -667 0.16 4- 5 -787 0.24 5- 6 -972 0.30 ..BC...FORCE ... CSI 10- 9 826 0.40 9- 8 665 0.25 8- 7 825 0.40 4X8 4X6 6X8 3X8 "to9 712# 8.0011 1-11-1-9 (R1-1-7) I (e 20-0-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANS11TPI 1-1995 Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNE59A DROVIEUOX1.32766 Design: Mmriz Analysis WAKNINU: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bmcing. wind bracing, portal bracing or sirnt)ar bracing which Is a part of the building design and which must be corsidered by the building designer. Bracing shown N for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified IacnUons determined by the building designer. Additional bracing of the overall structure may be required. (See 1-1I13-91 of TPp. rrnus Plate Institute, TPI, is located at 583 D'Onafrio Drtve, Madison. Wisconsin 53719). JOB PATIi: CATEE-LOKUiOMEDIR Q Eng. Job: Dwg: Dsgnr: TLY Clik: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 usf T 5-0-6 0-6-6 5X6 660# 8.00" scale = 0.3171 W: CHEK3 Truss ID: I Date: 4-21-03 DurFac - Lbr. 1.25 DurFac - PIt: 1.25 O.C. Spacing: 24.01, Design Criteria: TPI Code Desc: V:09.05.02- 21655- 1 HCS: 08.20.02 JB: CHESAPEAKE K 3 AC: 10#UPLIFT D.L. DESIGN INFORMATION This design Is for an individual building component and has been based on Information provided by the client- The designer disclaims any responsibility for damages as a result of faulty or incorrect information. specifications and/or designs fumished to the tnnss designer by the client and the correctness or accuracy of this W.nm tion as It may relate to a spe- cllk project and accepts no responsibility or exercises no control with regard to fabrica- tion. handling, shipment and installation of trusses. Thb thus has been designed as an Individual building component in accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated u part of the bulkting design by a Building Designer (registered architect or professional engineer). When reviewed for apprwal by the building designer, the dmW loadings shown must be checked to be sure that the data shown are in agreement with the local building codes, local climatic records for wind or snow bads. project specifications or special applied (cads. Unless shown, truss has not been designed for storage or occupancy bads. The design assumes compression chords (top or bottom) are ronUnu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension arc not fully braced laterally by a properly applied rtgld ceiling, they should be braced at a maximum spacing of 10'-O- o.c. Connector plates shall be manufactured from 20 gauge hot dipped gahanlzed steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this dmwing Is in conformance with the fabricators plvu and to malt- a continuing responsibility for such veri- 1lrrtion. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be installed over knotholes, knots or distorted grain. Members shall be cut for tight titling wood to wood bearing. Con - nectar plates shall be located on both faces of the in= with nails fully Imbedded and shall be sym. about the Joint unless otherwise shown. A 5x4 plate is 5' wide x 4' long. A 6x8 plate is 6* wide x 8' long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes are minhnum slrrs based on the forces shown and may need to be increased for cenatn hand- ling and/- erection stresses. Thistruss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional ; Information on Quality Control der to ANSI/TPI 1.1995 PRECAUTIONARY NOTES All bracing and erecton mconmendnUons are to be followed in accordance with 'Handling Installing & Bmcinr. HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos. hlon and for resisting lateral forces shall be designed and installed by others. Careful hand- bng is essential and erection bracing is always required. Normal precautionary action for trusso requires such temporary bracing during Installation between trusses to avoid toppling and dominoing. The supervblon of erection of trusses shall be under the control of persons experienced in the installation of trusses. Pmfesslonal advice shall be sought If needed. Concentration of construction loads greater than the design loads shall not be applied to t—es at any time. No loads other than the weight of the erectors stall be applied to trusses until after all fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 WEDGES: 2x4 SP #2 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 532# Support 2 566# MAX LIVE LOAD DEFLECTION: L/999 L=-0.04" D=-0.04" T=-0.07" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.03" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.02" RMB - 1.15 5-9-15 0-6-6 4 WO: CHEK3 WE: TI: J 9TY:3 MULTIPLE LOADS -- This design is the ===__ ___=====Joint Locations=====___ _ composite result of multiple loads. 1) 0- 0- 0 4) 14-11- 0 7) 10- 0- 0 All C WRESSION Chords are assumed to be 2) 5- 1- 0 5) 20- 0- 0 8) 0- 0- 0 continuously braced unless noted otherwise. 3) 10- 0- 0 6) 20- 0- 0 WndLod per ASCE 7-98, C&C, V. 125mph, ----MAX. REACTIONS PER BEARING LOCATION----- H- 15.0 ft, I= 1.00, Exp.Cat. B, Xzt- 1.0 X-Loc Vert Horiz Uplift y-Loc Type Bld Type. Encl L- 58.0 ft W- 20.0 ft Truss 0- 4- 0 711 60 -532 BOT PIN in INT zone, TCDL. 4.2 psf, BCDL= 6.0 psf 19- 8- 0 711 0 -566 BOT H-ROLL Impact Resistant Covering and/or Glazing Req ..TC...FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -963 0.26 8- 7 816 0.40 2- 3 -753 0.22 7- 6 816 0.40 3- 4 -753 0.22 4- 5 -963 0.29 10-0-0 10-0-0 1 2 4 5 Q 4X6 20-0-0 8 7 712# 8.00" 6 712# 8.0011 (RI-1-7) I 20-0-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSUTPI 1-1995 Lmaronda Systems 4005 MARONDA WAY SANFORD. FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DN.OVIEDO.FL31796 Design: Afvrit Analysis WAKNINU: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing b not erection bracing, wind bracing, portal bracing or similar bracing which is a part of the building design and which must be considered by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling length. provisions must be made to anchor lateral bmctng at ends and spectned locations determined by the building designer. Additional bracing of the Overall structure may be requred. ISee HID-91 of 7P0. fro" plate Institute. TPI, is located at 583 D'Onofrio Drive, Madison. Wisconsin 53719). JOB PA771: C:17EE-LOKIHOMEDJR Eng. Job: Dwg: Dsgnr: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 Psf BC Dead 10.0 psf TOTAL 33.0 Dsf 0-6-6 4 I scale = 0.3010 Truss ID: J Date: 4-21-03 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: NCS: 08.20.02 JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. WO: CHEK3 WE: DESIGN INFORMATION This design is for an individual budding component and has been based on Information provided by the cdenL The designer dschkns any responslbWty for damages as a result of faulty or incorrect Information, speclflratlons and/or deslpju furnished to the truss designer by the client and the correctness or accuracy of this Information as It may relate to a spe- clllc project and accepts no mrsponslbidty or exercises no control with regard to fnbtict- tion, handling, shipment and Installation of Uusses. This truss has been designed as an Individual building component in accordance with ANSI/TPI I-1995 and NDS-97 to be incorporated as part of the building design by a Building Designer (registered architect or professional criglnmrl. When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are in agreement with the knurl budding codes. 1-1 climatic records for wind or snow hoods, project specifications or special applied bads. Unless shown, truss has not been designed for storage or occupancy Inds. The design assumes compression chords (top or bottom] arc continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigid ceiling. they should be braced at a maximum spacing of ID-0- o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized sleet meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Poor to fabric"Uon, the fabricator shall review this drawing to verify that this drawing is in conformance with the fabri©tors plans and to realize a continuing responsibility for such veri. 0ntton. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be Installed over knotholes, knots or distorted gain. Members shall be cut for tight Utting wood to wood bearing. Con. nector plates shall be located on both faces of the truss with nalls fully Imbedded and shall be sym. about thejoint unless otherwise shown. A 5x4 plate is 5' wide x 4' long. A 6x8 plate Is 6' wide x 8' long. Slots (holes) run parallel to the plate length specified. Double cuts oa web members shall meet at the cenlrold of the webs unless otherwise shown. Connector plate sizes are nitnbnum slur based on the forces shown and may need to be Increased for certain hand- ling and/or erection stresses. This truss s ,at to be fabricated with nre retardant treated lumber unless otherwise shown. For addluond Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES Ail bracing and erection recommendations are to be followed In accordance with *Handling InstaWn9 & Bracing% HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and installation to avoid damage. Ternporary and permanent bracing for holding trusses in a straight and plumb pos- ttlon and for resisting lateral forces shall be designed and mstalled by other. Careful hand- ling is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dominaing. The supervision of erection of trusses shall be under the control of persons experienced in the Installation of trusses. Professional advice shall be sought if needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses until after all fastening mid bracing is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 WEDGES: 2x4 SP #2 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 531# Support 2 473# MAX LIVE LOAD DEFLECTION: L/999 L=-0.03" De-0.03" Te-0.06" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.03" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.01" RMB - 1.15 5-9-15 0-6-6 TI: J 1 9TYA MULTIPLE LOADS -- This design is the = _ _=====:,Joint =1) =_ Locatio===--- ns========- carposite result of multiple loads. 0- 0- 0 4) 14-11- 0 7) 10- 0- *0 All COMPRESSION Chords are assumed to be 2) 5- 1- 0 5) 19- 5- 8 8) 0- 0- 0 ' continuously braced unless noted otherwise. 3) 10- 0- 0 6) 19- 5- 8 WndLod per ASCE 7-98, C&C, V- 125mph, ----MAX. REACTIONS PER BEARING LOCATION----- H= 15.0 ft, I= 1.00, Exp.Cat. B, Rzt= 1.0 X-Loc Vert Horiz Uplift Y-Loc Type - Bld Type= Encl L= 58.0 ft W. 19.5 ft Truss 0- 4- 0 700 26 -531 BOT PIN in INT zone, TCDL- 4.2 psf, BCDL= 6.0 psf 19- 3-12 635 0 -473 BOT H-ROLL Impact Resistant Covering and/or Glazing Req .TC...FORCE ... CSI ..BC...FORCE ... CSI 1- 2 -947 0.26 8- 7 801 0.46 2- 3 -737 0.22 7- 6 749 0.45 3- 4 -740 0.27 4- 5 61 0.20 10-0-0 9-5-8 1 2 4 5 0 4X6 DAIS 0-9-10 3X4 T I I Ilk 19-5-8 I I 8 7 6 700N 8.00" 63GN 3.50 (R1-1-7)-7)" 1-1- ] le EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSUTPI 1-199! Lmaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNES.SA DR.OVIEDO.FL72766 19-5-8 YYAKIVINU: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown an this drawing Is not erection bracing, wind bracing. portal bracing or skrtilar bracing which is a part of the building design and which must be considered by the budding designer. Bracing shown in for lateral support at truss members only to reduce bucklbtg length. Pro t wris must be mad' to anchor Lateral bracing at ends and specified locations determined by the budding designer. Additional bracing of the overall structure may be regtdred. (See 11I13-91 of iPi). (Truss Plate Institute, TPI, is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719). Eng. Job: Dwg: Dsgilr: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 Dsf 5-6-6 scale = 0.3254 Truss ID: J 1 Date: 4-21-03 DurFac - Pit: 1.25 O.C. Spacing: 24.011 Design Criteria: TPI Code Desc: Deign: Alafrit Anabsis JOB PATH: C:ITEE-LOKIHOMEDIR HCS: 08.20.02 JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. WO: CHEK3 WE: DESIGN INFORMATION 7111s design Is for an individual building component and has been based on information provided by the client The designer disclaims any responsibility for damages as a result of faulty or Incorrect Information, specdkatiors and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Information as It may relate to a spe. cific project and accepts no responsibility or exercises no control with regard to fain ten. tlun, handling, shipment and wsadation of to . This I— has been designed as an individual budding component in accordance with ANSI/IPI 1-19% and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered architect or professional engineed. When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are in agreement with the local budding codes, local climatic records for wind or snow loads. Project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are conUnu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a property applied rigid ceding, they should be braced at a maximum spacing of I V-O' — Connector plates shall be manufactured from 20 gauge hot dipped gahanlzed steel meeting ASIM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this dmwing Is in conformance with the fabricators plans and to mail= a continuing responsibility for such veri- fication. Any df a pancles an to be put in writing before cutting or fabrication. Plato shall not be Installed over knotholes, knots or distorted gain. Members shall be cut for fight fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nails fully imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5' wide x 4' long. A 6x8 plate is 6' wife x 8' long. Slots (holes) run parallel to the plate length specllled. Double cuts on web members shall meet at the centrotd of the webs unless otherwise shown. connector plate sizes are minimum sizes based on the forces shown and may need to be inemased for certain hand- ling and/or erection sUe.se,. This truss Is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/7Pf 1-1995 PRECAUTIONARY NOTES All bmctng and erection recommendations are to be followed in accordance with 'Handling Installing A Bracing", HIB-91. Tosses are to be handled with particular care during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- ition and for resisting lateral forces shall be designed and installed by others. Careful hand - dog s essential and erection bracing is always required. Normal precautionary action for trusses requtren such temporary bracing during Installation between trusses to avoid topp[big and d-W otng. The supervision uperviion of erection of trusses shall be under the control of persons experienced in the Installation of trusses. Professional advice shall be sought if needed. Concentration of construction loads greater than the design Inds shall not be applied to I.— at b any time: No ads other tlart the weight of the erectors shall be applied to trusses until after all fastening and bracing s completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 SLIDERS: 2x4 SP #2 BEAR. ELK: 2x4 SP #3 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 515# Support 2 382# MAX LIVE LOAD DEFLECTION: L/999 L--0.07" D=-0.07" T--0.15" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.06" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.03" RMB = 1.15 4-5-15 0-6-6 1 I Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WadLod per ASCE 7-98, C&C, V= 125mph, He, 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type. Encl L= 58.0 ft W= 19.5 ft Truss in INT zone, TCDL- 4.2 psf, BCDL- 6.0 psf Impact Resistant Covering and/or Glazing Req .TC...FORCE... CSI 1- 2 -1753 0.33 2- 3 -1578 0.30 3- 4 -1383 0.31 4- 5 -1383 0.30 ..BC...FORCE ... CSI 9- 8 1553 0.34 8- 7 1454 0.37 7- 6 113 0.13 TI: J3 QTY:1 =m====-m====Joint Locations =====______=___ 1) 0- 0- 0 4) 13- 4-12 7) 13- 6-10 2) 3- 8- 0 5) 19- 5- 8 8) 7- 7-12 3) 7- 4- 0 6) 19- 5- 8 9) 0- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 19- 8- 4 645 0 -382 TOP H-ROLL 0- 4- 0 701 168 -515 BOT PIN 7 1-0 12-5-0 1 2 4 5 6 00 4X8 2X4 3X6 jCva 3.00 Q-$- I 10-38 1 6-11-12 11-9-12 9 702# 8.00" 7 6 1-1-9 I 645# 1.50" (Rl-1-7) I in 19-5-8 Ije0-3--8 EXCEPT AS SHOWN PLATES ARE TL20 CA TESTED PER ANSI/TP1 1-1995 scale = 0.3209 IIYHKI14INIU: READ ALL NOTES ON THIS SHEET. Eng. Job: E Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: J3 CONTRACTOR. BRACING WARNING: Dsgur: TLY Chk: Date: 4-21-03 TIC Live 16.0 psf DurFac - Lbr: 1.25 4005 MARONDA WAY SANFORD. FL. 32771 Bracing shown on this drawing is not erection bmedng, wind bracing, portal bracing or saall-bating which is part of the building design and which must be considered by the building designer. Dracing TIC Dead 7.0 psf DurFae - Pit: 1.25 (407) 321-0064 Fax (407) 321-3913 shown Is for lateral support of truss members only to reduce buckling length. Provisions must be BC Live 0.o psf O.C.$ racers pacing: 24.0" TOMAS PONCE P.E. made to anchor lateral bracing at ends and spmtned locations determined by the building designer. Additional br-Ing of the overall structure may be required. ISee HIB-91 of MI. BC Dead Lo.o psf Design Criteria: TPI LICENSE #0050068 rrnss Plate Institute TPI. is located at 583 D'Onofrto Drive. 1-tadison. wsewnsin 53719). Code Dese: I1105 VANNFSSA DP OVIEDO.FL327W Diners Al..rn. d...A.... ,i... ........ ......................-._._ TOTAL I AL 33.0 psf V 70 .05.02- 21658- 1 11CS: 08.20.02 JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. WO: CHEK3 WE: TI: K BTY:3 DESIGN INFORMATION This design is for an Individual budding component and has been based on Information provided by the client. The designer disclatms any responsibWty for damages as a result of faulty or incorrect Informs Information, specification and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Information as It may relate to a spe- cific project and accepts no responsibility or excm' o no control with regard to fabrica- tion, handling, shipment and Itstall ition of trusses. This truss has been designed as art Individual building component In accordance wilt ANSI/TPI 1-1995 and NDS-97 to he Incorporated as part of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer, the design loadhigs shown must be checked to be sure that the data shown are in agreement with the local building codes. local clit atic records for wind or snow bads. project specifications or special applied loads. Unless shown, tress has not been designed for storage or occupancy loads. The design assrlmes compression chords (top or bottoml art continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a properly applied rigid ceding. they should be bmmd at a maVmum spacing of 10'-0- o.c Connector Plates shall be manufactured from 20 gauge hot dipped gahantzed steel meeting ASTM A 653. Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall reaitw this drawing to verify that this drawing is In conformance with the fabricator's pious and to realize a continuing responsibility for such ven- nrbtion. Any dscrepancies are to be put in willing before castling or fabrication. Plate shall not be [--all ed over krratholn, knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Can. rector plates shall be located on both faces of the truss with nails fully Imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate b 5- wide x 4' long. A 6x8 plate Is fi wide x 8- long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet eat the centrold of the webs unless otherwise shown. Connector plate sizes are mlrnhaum sizes tensed on the form shown and may need to be Increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with nm m1arlant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES Ali bracing and erection recommendations are to be followed In accordance with'Hatdling Installing h Bracing'. 1115-91. Tntsats are to be handled with particular cart during banding and bundling. delivery and Wtallatlon to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos. Ilion and for resisting Lateral I- shall be designed and Wtalled by others. Careful hand - is is emenual and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during lfulallatlon between trusses to avoid toppling and dominoing. The supervision, of erection of I-- stall be under the control of persons experienced In the Installation of tresses. Professional advice shall be sought if needed. Concentration of construction Inds greater than the design bads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to Wssn -nut after all fastening and bracing s completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 WEDGES: 2x4 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 64# Support 2 1076# MAX LIVE LOAD DEFLECTION: L/999 L=-0.07" D=-0.07" T=-0.14" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.05" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.03" RMB - 1.15 [1: Plate(s) OFFSET from joint center. The Joint Detail Report Bast be included with any submittal, inspection, and/or fabrication documentation. MULTIPLE LOADS -- This design is the composite result of multiple loads. WndLod per ASCE 7-98, C&C, V- 125mph, H- 15.0 ft, I- 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 58.0 ft W= 20.7 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req ..TC... FORCE ... CSI 1- 2 -37 0.12 2- 3 296 0.30 3- 4 1196 0.44 4- 5 511 0.29 5- 6 235 0.15 ..BC...FORCE...CSI 13-12 7 0.17 12-11 4 0.09 11-10 -323 0.11 10- 9 -430 0.17 9- 8 -174 0.10 8- 7 -170 0.10 ..... =_ === ===Joint Locations====aa===== a. 1)0- 0- 0 6) 20- 8- 0 11) 8- 0- •0 2) 4- 1- 0 7) 20- 8- 0 12) 4- 1- 0 3) 8- 0- 0 8) 16-11- 0 13) 0- 0- 0 4) 13- 4- 0 9) 13- 4- 0 5) 16-11- 0 10) 11- 4- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loot Vert Horiz Uplift Y-Loc Type 0- 4- 0 185 173 -64 BOT PIN 11- 6- 4 1282 0 -1076 BOT H-ROLL Ilk 1 134-0 1 1, 7-4-0 1 2 3 1 5 6 r 6.00 p Lo 3-4-8 t_i 10.80 1 4X6 0-6-6 T 3-0-0 1 4-2-6 PEP M 8-0-0 1, 34-0 1, 94-0 13 12 11 1 9 8 7 185# 8.00" 1283# 3.50" CANT: 9-0-0 1-1-9 9 20-8-0 11-1--9 COSMI4�TES 4) 2X4 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.2803 Maronda Systems WAKNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Eng. Job: Dwg: Dsgur: TLY Chk: EI Truss ID: K Date: 4-21-03 4005 MARONDA WAY TC Live 16.0 psf DurFaC - Lbr: 1.25 SANFORD, FL. 32771 321-0064 Bracing shown on this drawing In not erection bracing, wind bracing. portal bracing or similar bracing which is a part of the building design and which must be considered by the building designer. Bmchtil shown for lateral truss TC Dead 7.0 psf BC Live 0.0 DurFaC - Pit: 1.25 O.C.Spacing: 24.011 (407) Fax (407) 321-3913 TOMAS PONCE P.E. support of members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Add1lana) bracing of the overall structure may be required. (See HIS-91 of TPI). Psi Dead 10 . 0 Psf gC Design Criteria: TPIstructureBC LICENSE #0050068 Rams Plate Institute, TPI, is located at 583 D'Onofrio Drhle, Madison, Wisconsin 53719). Code Desc: 1005 vANNFSSA DR.DVIEDUA-32760 TOTAL 33.0 psf I V:09.05.02- 21659- 1 Design: Marna Analysis JOB PA771: C:17EE-LOKI110MED)R HCS: 08.20.02 DESIGN INFORMATION This design is for an IndMdua) building component and has been based on Information gner provided by the client. The desidisclaims any responsibility for damages as a mull of faulty or incorrect information. specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this information as It may relate to a ape. cinc protect and accepts no responsibility or exemisces no control with regard to fabrlca- Uon, handling, shipment and installation of trusses. This truss has been designed as an Individual building component in accordance with ANSI/TPI 1.1995 and NDS-97 to be incorporated as part of the building design by a Bu6ding Designer (registered architect or professional englneert. When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown am in agreement with the local building codes, local climatic records for wind or snow loads, protect specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy bads. The design assumes compression chords (top or bottom) am contlnu- ousty braced by sheathing unless otherwise specified. Where bottom chords in lenslon are not fully braced laterally by a property applied rWd calling, they should be bmeed at a maxinhum spacing of I Or-W o.c. Connector plates shad be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator slm0 review this drawing to verify that this dmwhhg is in conformance with the fabrimines plans and to realize n continuing responsibWty for such veri- fication. Any discmpancles am to be put in writing before cutting or fabrication. Plates shall not be installed over knotholes. knots or distorted grain. Members shall be cut for tight 11tting wood to wood bearing. Con- nector plates shall be located an both faces of the truss with mills fully Imbedded and shall be sym. about the Joint unless otherwise shown. A 5x4 plate is 5" wile x 4- long. A 6x8 plate Is 6" wife x 8" long. Slots (holes) nun parallel to the plate length specified. Double cuts on web member shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes am minimum sties based on the forces shown and may need to be increased for certain hand- Ung and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES AB bracing and emethm recommendations am to be followed in accordance with-11andling histaWng 8 Bracing% HIB-91. Trusses am to be handled with particular cue during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- Wan and for misting lateral forces shall be designed and installed by others. Careful hand- ing is essential and erection bracing is always requbmd. Normal precautionary action for trusses requires such temporary bracing during tristallallon between trusses to avoid toppling and dominoing. The supervision of erection of trusses shall be under the control of persons experienced in the installation of trusses. Professional advice shall be sought if needed. Concentraton of construction loads greater than the design loads shall not be applied to trusses at any time. No loads other than the welghl of the erectors shall be applied to trusses until after all fastening and bracing Is completed. JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 WEDGES: 2x4 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 56# Support 2 1127# MAX LIVE LOAD DEFLECTION: L/999 L=-0.08" D=-0.08" T_-0.16" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.03" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.02" RMB - 1.15 6-5-15 0-6-6 1 -I- WO: CHEK3 WE: [1: Plate(s) OFFSET from joint center. The Joint Detail Report must be included with any submittal, inspection, and/or fabrication documentation. MULTIPLE LOADS -- This design is the composite result of multiple loads. WndLod per ASCE 7-98, C&C, V. 125mph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Rzt= 1.0 Bld Type- Lc L_ 58.0 ft W. 20.7 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req ""TC... FORCE ... CSI 1- 2 74 0.17 2- 3 291 0.20 3- 4 1142 0.29 4- 5 976 0.28 5- 6 355 0.28 .-BC ... FORCE ... CSI 11-10 -18 0.18 10- 9 -350 0.14 9- 8 -256 0.15 8- 7 -260 0.19 TI: K 1 CITY:1 ==_ -=Joint L= __ ocations========____ =1) 0 0- 0 5) 15- 4- 0 9) 11- 4= 0 2) 4- 1- 0 6) 20- 8- 0 10) 8- 0- 0 3) 8- 0- 0 7) 20- 8- 0 11) 0- 0- 0 4) 11- 4- 0 8) 15- 4- 0 ----MAX. REACTIONS PER BEARING LOCATION----_ x-Lox Vert Horiz Uplift Y-Loc Type 0- 4- 0 185 181 -56 BOT PIN 11- 6- 4 1282 0 -1127 BOT H-ROLL 114-0 4-0-0 54-0 1 2 3 14G 4X6 4X8 on`r ,:Cif J-V-V 3-4-8 e{ 10.80 I 0-6-6 T 1 T 3-2-6 i 8-0-0 113 4 0 94-0 11 10 8 1-1-9 186# 8.0011 1282# 3.50" 7 CANT: 9-0-0 20-8-0 19 2X4COSIrLATE (4) [a(R11-7) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.2922 �Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 Was VANNFSSA DaoVteDO.FI-32766 Design: Afafrir Analysis WAKNINU: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing which in a part of the building design and which must be considered by the building designer. Bracing shown is for lalem) support of truss members only to induce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See 1110.91 of TPI). (Truss Plate Institute. TPI, is located at 583 D'Onofrio Drive. Madison, Wisconsin 53719). JOB PA77f: C.'17EF--LOKINOMEDIR Eng. Job: Dwg: Dsp r: 'FLY Chk: W HEK Truss ID: K1 Date: 4-21-03 TC Live 16.0 psf DurFac - Lbr: 1.25 TC Dead 7.0 psf DUrfac - PIt: 1.25 BC Live o.o psr O.C. Spacing: 24.0" BC Dead 1.0.0 psf Design Criteria: TPI Code Desc: TOTAL 33.0 psf V:09"05.02- 21660- 1 HCS: 08.20.02 DESIGN INFORMATION This design is for an Individual building component and has been based on Information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or Ncortecl Information. specllimttons and/or designs fumished to the truss destgher by the client and the correctness or accuracy of this Information as it may relate to a spe- clfk project and accepts no responsibility or exerotses no control with regard to fabrica- tion, handling. shipment and mstallatton of trusses. Ths truss has been designed as an individual building component in accordance with ANSIrMl 1-1995 and NDS-97 to be incorporated as part of the building design by n Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer. the design loadings shown must be checked to be sure that the data shown are in agreemuht with the local building codes. local climatic records for wind or snow loads. project specifications or special applied bads. unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are cantlnu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigid ce1Wg, they should be braced at a maximum spacing of 10'-0- o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing Is In conformance with the fabricators plans and to realize a continuing responsibility for such vert- Dmtlon. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be Installed over knothole. knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both far of the truss with nails fully Imbedded and shall he sym. about the joint unless otherwise shown. A 5x4 plate Is 5' wide x 4' long. A 6x8 plate is 6" wide x 8' long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes are mhalmum sl s based on it,. force shown and may need to be Increased for certain hand- ling and/or erection stresses. TTnls truss Is not to be fabrtcated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/'IPI 1-1995 PRECAUTIONARY NOTES Ali bracing and erection mcammendatlons are I* be followed his accordance with "Handling Installing & Bracing'. HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- ition and for resting lateral form shall be designed and Installed by others. Careful hand- ling is essential and erection bracing is always required. Normal precautionary action for muses requires such temporary bracing during Installation between trusses to avoid toppling and dominoing. The supervision of erection of trusses shall be under the control of persons experienced in the Wtallation of trusses. Professional advice shall be sought If needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any Lane. No loads other than the weight of the erectors shall be applied to trusses until after a9 fastening and bracing is completed. JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 2x8 SP #2 1 WEBS: 2x4 SP #3 WEDGES: 2x4 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-98, C&C, V. 125mph, H15.0 ft, I_ 1.00, Exp.Cat. B, Rzt- 1.0 Bid Type- Encl L. 58.0 ft W= 20.7 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/999 L=-0.02" D=-0.02" T=-0.04" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.02" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.01" RMB _ 1.00 5-5-15 0-6-6 WO: CHEK3 WE: I): Plate(s) OFFSET from joint center. The Joint Detail Report must be included with any suhutittal, inspection, and/or fabrication documentation. MULTIPLE LOADS -- This design is the composite result of multiple loads. This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 640# Support 2 856# Support 3 356# .TC... FORCE ... CSI ..BC... FORCE ... CSI 1- 2 -806 0.23 13-12 683 0.15 2- 3 -609 0.22 12-11 476 0.21 3- 4 -51 0.44 11-10 -29 0.16 4- 5 -51 0.44 10- 9 -2205 0.27 5- 6 -795 0.22 9- 8 703 0.33 8- 7 693 0.29 20- 6- 4 546 0 -35 120# 4-0 34-0 1 2 4 G GAO -G 00 awl '113 616# 8.00" 5X6 2X4 4xR 1-11-99 (R1-1-7) I I� 20-8-0 EXCEPT AS SIIOWN PLATES ARE TL20 GA TESTED PER ANSIPPPI 1-1995 Lmaronda Systems 4005 MARONDA WAY SANFORD. FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNEWA DROVIEDOYI-32766 Design: Matrix Analysis M. TI: K2 QTY:1 ___==== ===Joint L==----- ocations=======- 1) 0-- O0- 0 6) 20- 8- 0 11) 11- 7--4 2) 5- 0-12 7) 20- 8- 0 12) 9- 2- 4 3) 9- 4- 0 8) 17- 2- 4 13) 0- 0- 0 4) 13- 0- 0 9) 12-10- 4 5) 17- 4- 0 10) 13- 0- 0 ------------ TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+D -46 -1- 1- 9 -46 13- 0- 0 TC Vert L+D -118 13- 0- 0 -118 17- 4- 0 TC Vert L+D -46 17- 4- 0 -46 21- 9- 9 BC Vert L+D -20 0- 0- 0 -20 13- 0- 0 BC Vert L+D -59 13- 0- 0 -59 17- 4- 0 BC Vert L+D -20 17- 4- 0 -20 20- 8- 0 Concentrated LBS Location TC Vert L+D -120 17- 4- 0 BC Vert L+D -1449 11- 7- 4 BC Vert L+D -79 17- 4- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 615 82 -640 BOT PIN 12-10- 0 2435 0 -856 BOT H-ROLL 6 BOT H-ROLL 0-6-6 T 2-2-6 T 3-0-0 _1 M 11 Lin g 11 2435# 4.00" 546# 3.50" OFi49A2-10-0 79N lRl-l-7) Over 3 Supports scale = 0.2922 YYAKIVIN(i: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: E C A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: K2 CONTRACTOR. Dsgnr: TLY Clik: I Date: 4-21-03 BRACING WARNING: TC Live 16.0 psr DurFac - Lbr: 1.25 Bracing shown on this drawing Is not erection bracing. wind bracing. portal bracing or shntlar brachg which In a put of the building design aid which must be considered by the building designer. Bracing TC Dead 7.0 psf DurFae - PIt: 1.25 shown is for lateral support of truss members only to reduce buckling length. Provisions must be BC Live o.o p O.C. Spacing: A g• 24.0" made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be regadred. (See I11B-91 of TPI). BC Dead 10.0 psr Design Criteria: TPI rrm" Plate Institute. TPI. is located at 583 D'Onofrlo Drive. Madison. Wisconsin 53719). Code Desc: TOTAL 33.0 psr V:09.05.02- 21662- 1 JOB PA771: CAT E-LOKI110MEDIR HCS: 08.20.02 JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. WO: CHEK3 WE: DESIGN INFORMATION This design Is for an individual building component and has been based on Information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or Incorrect Wbrmatlon. specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this information as It may relate to a spe- cific project and accepts no responsibility or exercises no control with regard to fabrica- tion, handling. shipment and Installation of troves. This truss has been designed as an Individual building component In accordance with ANSI/TPI 1.1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are in agreement with the local building erodes, local climatic records for wind or snow loads, project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are conUnu- ousiy braced by sheathing unless otherwise specified. Where bottom chords to tension are not fully braced laterally try a properly applied Aged ceiling. they should be braced at a maxim= spacing of 10'-0' o.e Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Gn ide 40. unless otherwise shown. FABRICATION NOTES Prior to fabricalbn. the fnbrlcator shall review this drawing to verify that this drawing V In conformance with the fabricator's plans and to r Ilze a continuing responsibWty for such veri- fication. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be Wtalled over knotholes. knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both fain of the tnss with nails fully Imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5- wide x 4' long. A 6.s8 plate is 6' wide x 8' long. Slots (hold) run parallel to the ptate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes arc minimum slzrs m based on the forshown and may need to be increased for certain hand- ling and/or erection stresses. Ths truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For addluonal Information on Quality Control refer to ANSI/-M 1-1995 PRECAUTIONARY NOTES All bracing and erection reconunendations are to be followed in accordance with 'Handling Instalting ✓! Bracing'. HIB-91. Trusses art to be handled with particular rare during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight arid plumb pos- Itlon and for resisting lateral force shall be designed and installed by others. Careful hand- ling Is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dominoing. The supervision of emcUon of trusses shall be under the control of persons experienced In the huWlaUon of trusses. Professional advice shall be sought If needed. Concentration of constmcUon leads greater than the design bads shall not be applied to trusses at any tin " No loads other than the weight of the erectors shall be applied to trusses .,,it]after all fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 BUT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 SLIDERS: 2x4 SP #2 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 493# Support 2 408# MAX LIVE LOAD DEFLECTION: L/999 L=-0.03" D=-0.03" T=-0.07" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.05" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.03" RMB = 1.15 4-5-15 0-6-6 MULTIPLE LOADS -- This design is the cculposite result of tmiltiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. End vertical(s) not designed for exposure to lateral wind pressure. WndLod per ASCE 7-98, CSC, V= 125mph, H= 15.0 ft, i_ 1.00, Exp.Cat. B, Rzt= 1.0 Bld Type= Encl L= 58.0 ft W- 13.0 ft Truss in END zone, TCDL- 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req .TC... FORCE ... CSI--BC... FORCE ... CSI 1- 2 926 0.30 7- 0 -747 0.16 2- 3 -766 0.32 0- 6 -962 0.21 3- 4 0 0.29 6- 5 -587 0.27 TI: K3 QTY:1 ________======Joint Locations====_=_o_====__ 1) 0- 0- 0 4) 13- 0- 0 7) 0- 0-•0 2) 3- 8- 0 5) 13- 0- 0 3) 7- 4- 0 6) 6- 8- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 487 206 -493 BOT PIN 12-10- 0 422 0 -408 BOT H-ROLL PROVIDE HORIZONTAL CONNECTION PER SCHIDULE z Support 1 206# 74-0 5-8-0 1 2 4 0000 4X8 -JL3.00 2X4 .3A4 4-2-6 Og� 1 6-0-0 6-0-0 7 1 487# 8.00" 5 1-1-9 i,�42311 4.00" . fe(R1-1-7) Io 13-0-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407)321-3913 TOMAS PONCE P.E. LICENSE #0050068 WAKNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing Is flat erection bracing, wind bracing, portal bracing or similar bracing which is a part of the building design and which must be considered by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be requtied. fSee HIB-91 of TPI). ri7uss Plate Institute. TPI. Is located at 583 D'Onofrio Drive. Madison, Wisconsin 53719). Eng. Job: Dwg: Dsgnr: TLY C": TIC Live 16.0 psf TIC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 Dsf scale = 0.4674 Truss ID: K3 Date: 4-21-03 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: Design: Matrix Analysis JOB PATH: C:ITEE-LOKIHOMEDIR HCS: 03.20.02 DESIGN INFORMATION This design is for an Individual building component and has been bused on Infonnatlon provided by the cIltmt. The designer di elabns any responsibility for damages as a result of faulty or Incorrect Information, specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this information as It may relate to a spc- clflc project and accepts no responsibility or exemism no control with regard to fabilm- tlon, handling, shipment and installation of trusses. This truss has been designed as an Individual building component In accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as part of the building design by a Building Dmlgner (registered architect or professional engineer). When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown am In agreement with the local building codes, local cWnatic records for wind or snow loads. project spccglcations or special applied loads. Unless shown, truss has not I.— designed for storage or occupancy bads. The design assumes compression chords (top or bottom) are continu. ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a properly applied rlgld ceWrig they should be bmmd at a maximum spacing of 10'-(' o.c. Connector plates shag be manufactured from 20 gauge hot dipped galvanized steel meeting ASfM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing Is In conformance with the fabricators plus and to rmllze a continuing responsibility for such veri- fication. Any discrepancies am to be put In writing before cutting or fabrication. Plat- shall not be Installed over knotholes, knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector platm shall be located on both laces of the truss with nails fully Imbedded and shag be sym. about the joint unless otherwise shown. A 5x4 plate is 5' wile x 4' long. A 6x8 plate is B' wide x 8' long Slots (holm) run parallel to the plate length specified. Double cuts an web members shag meet at the centroid of the webs unless otherwise shown. Connector plate sizes are minknum slim based on the forces shown and may need to be Increased for certain hand- Iing and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1.1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with 'Handling Installing A Bracing', HIB-91. Trusses am to be handled with particular care during banding and bundling, delivery and installation to avoid damage. Temporary and pennatient bracing for holding truism It a straight and plumb pos. Won and for resisting lateral forces shag be designed and installed by others. Careful hand - Wig is essential and erection braemg is .Mays required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dominoing. The supervision of erection of trusses shag be under the control of persons experienced In the Installation of trusses. Prormslonal advice shag be sought if needed. Concentration of construction loads greater than the design Inds shag not be applied to truss- at any time. No loads other than the weight of the erectors shag be applied to trusses until after all fastening and bracing is completed. JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #3 GABLE STUD: 2x4 SP #3 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise MAX LIVE LOAD DEFLECTION: L/999 L--0.03" D--0.03" T--0.05" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.04" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.05" RMB - 1.15 0-6-6 4 WO: CHEK3 WE: 2X4 TRANSVERSE BRACING nailed flat to edge of web with 12d nails at 8" o.c. TRANSVERSE BRACING to extend for center 80% of length. MULTIPLE LOADS -- This design is the composite result of multiple loads. WndLod per ASCE 7-98, C✓tC, V. 125mph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Rzt= 1.0 Bld Type. Encl L. 58.0 ft W= 13.3 ft Truss in EPID zone, TCDL= 4.2 psf, BCDL= 6.0 psf Fact Resistant Covering and/or Glazing Req ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 923 0.58 6- 5 789 0.16 2- 3 964 0.59 5- 4 789 0.16 TI: K5 9TY:1 == = ==Joint Locations====e:==- -- 1)0 0- 0 3) 13- 4- 0 5) 6a 8-a0= 2) 6- 8- 0 4) 13- 4- 0 6) 0- 0- 0 ----MAX- REACTIONS PER BEARING LOCATION ----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 491 36 -550 BOT PIN 13- 0- 0 492 0 -589 BOT H-ROLL PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 550# Support 2 589# 6-8-0 6-8-0 1 3 -6 0000 4X6 h-- 3-10-0 & in 3-10-0 -�{ -J) 3.00 0-6-6 1 3-10-6 U-B- l 6-0-0 6-0-0 11 6 4 492N 8.00" 492N 8.00" 1-1-9 134-0 1-1-9 GABLE A1I (16) 2X4 +(R 11-1-7) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANS11TPI 1-1995 Studs ®2-0-0 o.c. scale = 0.4296 Lmaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 LOOS VANNESSA DR.OVIEDOXI-32766 Design: Marie Andlylis 1111AKIUMU: READ All NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on Lids drawing is not erection bracing wind bracing, portal bracing or similar bracing which is apart of Um building design and wldch must be considered by the building designer. Bracing shown is for lateral support of lnus members only to reduce buckling length. Provisims must be made to anchor literal bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See. HIB-91 of TPI). (Truss Plate Institute. TPI, is located at 583 D'Onofrio Drive, Madison. Wisconsin 53719). JOB PATH: C:ITEE-LOKIHOMEDIR Eng. Job: Dwg: Dsgnr: TLY Chk: TIC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 asf Truss ID: KS Date: 4-22-03 DurFac - Lbr 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA 11CS: 08.20.02 JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. DESIGN INFORMATION This design is for an individual building component and has been based on Information provided by the c8ent. The designer disclaims any responsibility for damages as a result of faulty or Incorrect Information. specanmtions and/or designs furnished to the taus designer by the client and the correctness or accuracy of this Information as it may mute to a spe- cific project and accepts no responsibility or uerel.- no control with regard to fabrica. lion. handling, shipment and installation of Uri— This truss has been designed as an individual budding component in accordance with ANSI/TPI 1-1995 and NDS-97 to be mcorpomted as part of the budding design by a Building Designer (registered architect or professional englneerl. When revinved for approval by the building designer. the design ioadbW shown must be checked to be sure that the data shown arc In agreement with the local building codes. local climatic records for wind or snow lands. Project 3pec111catlons or special applied loads. Unless shown. buss has not been designed for storage or occupancy lands. The design assumes compression chords (top or bottom) are conlmu- ously braced by sheathing unless otherwise specified. Where bottom chartb in tension are not fully braced latendly by a properly applied rigid ceding. they should be braced at a maxhmmn spacing of Ia-0' o.c. Connector plates shad be manufactured from 20 gauge hot dipped galvanized steel meeting A4fkl A 653, Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this dmwmg is in conformance with the fabricator's plans and to mathe a conllnuing responsibility for such veri. Ilcatlon. Any discrepancies are to be put in writing before cutting or fabrication. Plates shad not be installed over knotholes. knots or distorted grain. Members shad be cut for tight fitting wood to wood bearbng. Con. nector platen shall be located on both faces of the truss with nalls fully imbedded and shall be sym. about the Joint unless otherwise shown. A 5x4 plate is 5" wide x 4" long. A ffx8 plate Is 6' wide x 6" long. Slots tholes) run parallel to the plate length specified. Double cuts on web members shad meet at the centroid of the webs unless otherwise shown. Connector plate sizes arc ratntmum sires based on the form shown ar�d rimy heed W to ha.—* for ceru:n han?- ling and/or erection stresses This trusss not to be fabricated with fire retardant ueated lumber unless otherwise shown. For uddluonal Information on Quality Control refer to ANSI/TPI 1.1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with "Handling Installing A Bracing'. HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and Installation to avoid damage. Temporary, and permanent bracing for holding trusses In a straight and plumb pos- Ition and for resisting lateral form shad be designed and Installed by other. Careful hand- ling is essential and erection bracing is ah ays required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and donninoing. The supervision of erection of trussm shad be under the control of person experienced in the Installation of trusses. Professional advice shad be sought If needed. concentration of construction loads greater than the design loads shad not be applied to trusses at any lime. No loads other than the weight of the erector shad be applied to trusses untilafter ad fastening and bmcmg is completed. WO: CHEK3 WE: TI: L 9TY:2 TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 ® Continuous lateral bracing attached to =___= _========Joint Locations========e,====__ WEBS: 2x4 SP #3 either edge of web(s) shown. Bracing MUST be 1)0- 0- 0 3) 12- 6-10 5) 6- 3-'5 2x4 SP #2 2 positioned to provide equal unbraced 2) 6- 3- 5 4) 12- 6-10 6) 0- 0- 0 SLIDERS: 2x4 SP #2 segments OR 2x4 T-brace nailed flat to edge BEAR. BLK: 2x8 SP #2 of web with w/3"x 0.120" nails spaced 8" o.c ------------ TOTAL DESIGN LOADS ------------ Analysis based on Simplified Analog Model. Brace must extend at least 90% of web length 2x6 Brace required on any web over 14'-0". Uniform PLF TC Vert L+D From PLF To All COMPRESSION Chords are assumed to be MULTIPLE LOADS -- This design is the -46 TC Vert L+D -9 -1-10- 9 -1- 2-15 -46 -1- 2-15 continuously braced unless noted otherwise. conposite result of multiple loads. BC Vert L+D -10 0- 0- 0 -9 13- 2-10 WndLod per ASCE 7-98, CRC, V- 125niph, Shim or wedge if necessary to achieve full bearing. Concentrated -10 LBS Location 12- 6-10 H- 15.0 ft, I- 1.00, fixp.Cat. B, Kzt= 1.0 Bld Type. Encl L= 58.0 ft W= 12.6 PROVIDE UPLIFT CONNECTION PER SCHEDULE: TC Vert L+D TC Vert L+D -35 2- -87 5- 0- 5 7-10 ft Truss in END zone, TCDL- 4.2 psf, BCDL- 6.0 psf Support 1 609# Support 2 591# TC Vert L+D -127 9- 2-14 Impact Resistant Covering and/or Glazing Req PROVIDE HORIZONTAL CONNECTION PER SCHEDULE TC Vert L+D BC Vert L+D -202 12- -21 2- 0- 1 0- MAX LIVE LOAD DEFLECTION: L/608 at JOINT # 5 Support 1 262# BC Vert L+D -53 5- 5 7-10 L--0.24" D= 0.08" T--0.16" MAX HORIZONTAL TOTAL LOAD DEFLECTION: ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 BC Vert L+D BC Vert L+D -64 9- -40 12- 2-14 0- 1 T= 0.05" MAX HORIZONTAL LIVE LOAD DEFLECTION: 1624 0.90 6- 5 -1780 0.31 2- 3 1694 1.00 4 -203 0.30 ----MAX. REACTIONS PER BEARING LOCATION----- X-poc Vert Horiz Uplift Y-Loc Type T= 0.07" 35# t 87# 1 546 0 366 0� `�S) Z66i TOP H-ROLL RMB = 1.00 13-1-14 262 BOT PIN 1 2 3 4-5-10 0-6-1 --F r3 33 0-6-6 T 1-7-12 I 2-6-5 1.68 I 0-9-9 074 l 11-9-1 6 5 367# 9.56" 4 1-10-9 547N 2.50" 12-6-10 080 (R1-10-7) 21# 54# 64N 40 I (RO--8-5) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TP1 1-19 5 scale = 0.4437 Lmaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DR.OVIEDO.Ft.32766 Desinn• Afairir Annivdc WAKNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bmcmg wind bracing. portal bracing or smhllar bracing which is a part of the budding design and which must be considered by the budding designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Prostsions most be made to anchor lateral bracing at ends and specified loetUons determined by the budding designer. Additional bracing of the metal] structure may be required. (See HIB-91 of TPI). rrmw Plate Institute. TPI, is located at 583 D'Onofrlo Drt • . Madison. Wsconsm 53719). Eng. Job: Dwg: Dsgar: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 Dsf Truss ID: L Date: 4-22-03 DurFac - Pit: 1.25 O.C. Spacing: 24.01, Design Criteria: TPI Code Desc: FLA TICS: 08.20.02 JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. WO: CHEK3 WE: DESIGN INFORMATION This design Is for an Individual building component and has been based on Information provided by the client. The designer disclaims; any responsibility for damages as a result of faulty or Incorrect Infornallon, speedlotions and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Information as It may mule to a ape- cinc project and accepts no responsibility or exercises no control with regard to fabrica- tion, handling. shipment and Wtallation of trrrasn. This truss has I>— designed as an Individual building component In accordance with rI/7PI 1.1995 and NDS-97 to be incorporated part of the building design by a Building Designer (regbtered arctUteel or professional engineer{. When reviewed for approval by the building designer. the design loadings shown must be checked to be sure that the data shown are in agreement with the local building codes. local climatic records for wind or snow loads. Project specifications or special applied Inds. Unless shown, truss has not been designed for storage or occupancy leads.asm leads. The design sues compression chords (top or bottom) are conunu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a property applied r(Od ceWng, they should be braced at a maximum spacing of 10'-O' o.c. Connector plates sluiB be manufactured from 20 gauge hot dipped galvanized steel meeting ASIM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabrimtor shall review this drawing to vertfy that this dmwing is in conformance with the fabricator's plans and to reallrt an rnntlnutng responsibility for such verl- ficatiun. Any discrepancies are to be put in writing before culling or fabrication. Plates stall not be installed over knotholes, knots or distorted grain. Members shall be cut' for tight ntUng wood to wood beartng. Con. rector plates shag be looted on both faces of the truss with nabs fully Imbedded and shall be sym. about the joint tudess otherwise shown. A 5x4 plate Is 5' wide x 4' long. A 6x8 plate Is 6' wide x 8' long. Slots (holes) run para0c1 to the plate length specJlled. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. connector plate sizes are minimum sties based on the forces shown and may need to be increased for certain hand- Bng and/or erection ' dresses. This truss Is not re to be fabricated with fire retardant treated lumber unless otherwise showri. For additional Information on Quality Control refer to ANSI/7PI 1-1995 ._ PRECAUTIONARY NOTES All bracing and erection recortmtehdatlons are to be followed in accordance with "Handling Installing d Bracing-, HIS-91. Trusses are to be handled with particular ore during banding and bundling. delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- Won and for resisting lateral form shag be designed and installed by others. Careful hand. ling is essential and emetlon bracing is always required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dominoing. The supervision of erection of In== shag be under the control of persons experienced in the tr staBntion of tnsses. Professional advice shag be sought if needed. Concentration of construction loads greater than the design loads shag not be applied to tresses at any time. No leads other than the weight of the erectors shag be applied to trusses untA after oil fastening and bracing is completed. TOP CHORDS: 2x12 SP #2 BOT CHORDS: 2x8 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 2 2-PLY TRUSSI fasten w/3"X 0.120" nails in staggered pattern per nailing schedule: TC- 2 per ft. BC- 2 per ft. WEBS- 2 per ft Distribute loads equally to each ply. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 397# Support 2 397# MAX LIVE LOAD DEFLECTION: L/999 L=-0.10" D=-0.10" T=-0.20" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.05" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.03" MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assilmed to be continuously braced unless noted otherwise. This 2-PLY truss designed to carry 111 4" span framed to BC one face 01 9" span framed to TC opposite face WndLod per ASCE 7-98, C&C, V= 125mph, R= 15.0 ft, I_ 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L. 58.0 ft W= 8.9 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -30 0.02 6- 5 0 0.54 2- 3 0 0.02 5- 4 0 0.48 RMB = 1.00 2-PLYS REQUIRED 3-0-0 TI: L l QTY:2 ==_ = __== ===Joint Locations======= ... ==___ 1) 0- 0 0 3) 8-10- 8 5) 6- 4-12 2) 6- 4-12 4) 8-10- 8 6) 0- 0- 0 ------------ TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+D -12 0- 0- 0 -12 8-10- 8 BC Vert L+D -182 0- 0- 0 -182 8-10- 8 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 1-12 866 0 -397 BOT PIN 8- 8-12 866 0 -397 BOT H-ROLL This truss has not been designed for ROOF PONDING. Building designer must provide adequate drainage to prevent ponding. (0.25 in./ft. min, slope to drain). Truss must be marked to prevent UPSIDE DOWN erection. 8-10-8 I 2 3 8XI0 AVR Jxb 5X6 866# 3.50" 8-10-8 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 (Maronda Systems 4005 MARONDA WAY SANFORD. FL. 32771 (407) 321-0064 Fax (407)321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DROVIEDOXI-32766 WAKNINU: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection brachg, wind bracing, portal bmcing or similar bracing which Is a part of the building design and which must be considered by the buidhng designer. Bracing shown Is for lateral support of tress members only to reduce buckling length. Provtsfons must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the merall structure may be required. (See HIB-91 of TPf)• !Russ Plate Institute, TPI, Is looted at 583 D'Onofrio Drt". Madison. Wisconsin 53719). C Eng. Job: Dwg: Dsgtir: TLY CM: TC Live 16.0 psf TC Dead 7.0 psf 11C Live 0.0 psf 13C Dead 10.0 psf TOTAL 33.0 Dsr 3-0-0 1 4 866# 3.50" scale = 0.7000 Truss ID: L1 Date: 4-22-03 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA Ouign: Mmfir Analysis JOB PATH: C.,ITEE-LOKIHOMEDIR TICS: 0820.02 JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. WO: CHEK3 WE: DESIGN INFORMATION This design Is for an Individual building component and has been based on Information provided by the client. The deslgacr disclaims any responsibility for damages as a result of faulty or Incorrect Information. specillcations and/or designs furnished to the truss designer by the client and the cartect.- or accuracy of this Information as It may relate to a spe- elBc project and accepts no responsibility or exercises no control with regard to fabrica- tion. handling, shipment and installation of trusses. This truss has been designed as an Individual building component In accordance with ANSI/IPI 1-1995 and NDS-97 to be bncorpomted as part of the building design by a Building D- et (registered architect or professional engineer). When reviewed for approval by the building dwlgner, the design loadings shown must be checked to be sum that the data shown ate In agreement witin the local building codes. local climatic records for wind or snow Inds. project specifications or special applied bads. Unless shown. truss has not been designed forn storage or occupancy loads. The design assumes compression chords (lop or bottom) are continu- ously braced by sheathing unless otherwise speclfied. Where bottom chords In tension are not fully braced laterally by a properly applied rigid ceiling. they should be braced at a maximum spacing of 10'-0' o.e Connector plates shall be rrmnufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing s In conformance with the fabricator's plus and to realize a continuing responslbibty for such ven- Bcatlon. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be installed met knotholes• knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- necter plates shag be located on both faces of the truss with nails fully Imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate Is 5' wide x 4' long. A 6x8 plate s (f- wide x 8' long. Slots (holes) run parallel to the plate length specified. Double cuts on web members stall meet at the centrold of the wets unless otherwise shown. Connector plate sizes ate mintmum sties lased on the forces shown and my need to be Increased for certain ha id- ling and/or erection stresses. This truss Is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1.1995 PRECAUTIONARY NOTES Ali bracing and erection recmrunendations are to be followed In accordance with -Handling Installing A Bracing-. IiIB-91. Trusses are to be handled with particular care during banding and bundling. delivery and Installation to avoid damage. Temporary and permanent bracing for holding tansies In a straight and plumb pm. Won and for resisting lateral forces shall be designed and Installed by others. Careful hand- ling Is es 1.12.l and erection bracing Is always required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dominoing. The supervision of erection of trusses shall be under the control of persons experienced In the installation of trusses. Professional advice shall be sought il needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any time. No loads other than the weight of the erector shall be applied to trusses until after all fastening and bracing Is completed. TI: L2 9TY:2 TOP CHORDS: 2x4 SP #2 D BOT CHORDS: 2x4 SP #2 ® Continuous lateral bracing attached to =__== __==::===Joint Locations=====____====_= =0- WEBS: 2x4 SP #3 either edge of web(s) shown. Bracing MUST be 1) 0- 0 3) 12- 6-10 5) 6- 3-'5 2x4 SP #2 2 positioned to provide equal unbraced 2) 6- 3- 5 4) 12- 6-10 6) 0- 0- o SLIDERS: 2x4 SP #2 segments OR 2x4 T-brace nailed flat to edge of web with w/3"x 0.120" nails spaced 8" o.c ------------ BEAR. BLK: 2x8 SP #2 Brace must extend at least 90% of web length Uniform TOTAL DESIGN LOADS ------------ PLF From PLF Analysis based on Simplified Analog Model. 2x6 Brace required on any web over 141-0". TC Vert L+D -46 -1-10- To 9 -46 13- 2-10 All COMPRESSION Chords are assumed to be MULTIPLE LOADS -- This design is the BC Vert L+D -10 0- 0- 0 -10 12- 6-10 continuously braced unless noted otherwise. composite result of multiple loads. Concentrated LBS Location WndLod per ASCE 7-98, C&C, V= 125mph, Shim or wedge if necessary to achieve full bearing. TC Vert L+D -31 1- 4- 4 H= 15.0 ft, I- 1.00, Exp.Cat. B. Kzt= 1.0 PROVIDE UPLIFT CONNECTION PER SCHEDULE: TC Vert L+D TC Vert L+D -48 -70 3- 9- 1 6- 1-15 Bld Type= Encl L. 58.0 ft W= 12.6 ft Truss Support 1 609# TC Vert L+D -98 8- 6-12 in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req Support 2 591# PROVIDE HORIZONTAL CONNECTION PER SCHEDULE TC Vert L+D -127 10-11-10 MAX LIVE LOAD DEFLECTION: : Support 1 263# BC Vert L+D BC Vert L+D -6 1- 4- 4 3- L/577 at JOINT # 5 L=-0.25" D- 0.00" T=-0.25" .-TC ... FORCE ... CSI ..BC ... FORCE ... CSI BC Vert L+D BC Vert L+D -19 -44 -60 9- 1 6- 1-15 8- 6-12 MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.06" 1- 2 -2252 0.81 6- 5 2129 0.52 BC Vert L+D -76 10-11-10 MAX HORIZONTAL LIVE LOAD DEFLECT T= 0.06" 2- 3 - 06 0.92 5- 167 0.47 48a 70a ----MAX. REACT S PER BEARING LOCATION ----- 9YQI.oc Ver iz Uplift Y-Loc Type C 0-10 71 0 RMB - 1.00 13-1-14 0- 4-13 678 263 -591 TOP H-ROLL -609 PIN 1 2 3 4-5-10 0-6-1 I 1.68 I ;2' --"�� 1-0- i 074 _� t�� l 11-6-10 6 5 678a 9.56" 4 11-10- 719a 2.50" 1 6-10 (R1-10-7) 6a 00-8-0-0- 19a 44a EXCEPT AS SHOWN PLATES ARE TL20 CA TESTED PER ANSI/TPI 1-1995 boa 76a (' KO'8-5) scale = 0.4437 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: O: Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: L2 CONTRACTOR. Dsgur: TLY Chk: Date: 4-22-03 4005 MARON DA WAY BRACING WARNING: TC Live 16.0 psr DurFac - Lbr: 1.25 Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or smnllar bracing SANFORD, FL. 32771 which s a part of the building design and which must be considered by the building designer. TC Dead 7.0 psr DurFae - Pit: 1.25 Bracing (407) 321-0064 Fax (407) 321-3913 shown isfor lateral support of truss members only to reduce buckling length. Provisions must be BC Live 0.0 psf O.C. Spacing: 24.0" made to anchor lateral bracing at ends and epeclfled locations determined by the building designer. TOMAS PONCE P.E. Additional bracing of the merafi structure tray be required. (See HIB-91 of TP0. BC Dead 10.0 psr Design Criteria: TPI LICENSE #0050068 frruss Plate Institute, TPI, s located at 5M D'Onofrio Drive. Madison. Wicomi n 53719). Code Desc: FLA loos VANNESSA DROVIED0.1`11-327Ga TOTAL 33.0 psC V:09.05.02- 217 5- Design: Matrix Analysis JOB PATH: C:ITEE-LOKIHOMEDIR HCS: 08.20.02 JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. DESIGN INFORMATION This design is for an Individual building component and has been based on InforriaUon provided by the client. The designer disci tans any responsibility for damages as a result of faulty or incorrect Information, specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy Of this Information ss it may relate to a spe- cmc pmJecl and accepts no map onslbWly or exere"es no control with regard to fabrca. tion, handling. shipment and Installation of trusses. This truss has been designed as an Individual building component in accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are in egmernent with the local building codes, local climatic recotds for wind or snow loads, Project specifications or special applied loas. d Unless shown, truss has not been designed for storage or occupancy Inds. The design assumes compresslon chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension arc not fully braced laterally by a property applied rigid cedhi& they should be braced at a maxinhum spacing of I(Y-(r o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASIM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is In conformance with the fabricator's plans and to realize a continuing responsibility for such verl- fkaUon. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be Installed wet knotholes. knots or distorted grain. Members shall be cut for tight filling wood to wood bearing. Con- nector plates shall be located on both fain of the truss With rills fully Imbedded and shall be sym. about the Joint unless otherwise shown. A 5x4 plate is 5' wide x 4' long. A 6x8 plate is 6' wile x W long. Slots (holes) run parallel to the plate length specified. Double cub on web members shall meet at the cantrold of the webs unless otherwise shown. Connector plate sizes am minimum sizes based on the form shown and may need to be increased for certain hand- Ung and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES Ail bracing and erection recommendations are to be followed in accordance with -Handling Installing!¢ Bracing'. HIB-91. Trusses are to be handled with particular rue during banding and bundling, dellvery and installation to avokl damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- Illon and for resisting lateral forces shall be designed and installed by others. Careful hand- U"g Is essenllal and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dominoing. The supervision of ereetbn of trusses shall be under the control of persons enperlenced in the Installation of trusses. Professional advice shall be sought If needed. Concentration of construction bads greater than the design loads shall not be applied to trusses at any time. No bads other than the weight of the erector shall be applied to trusses until after all fastening and bracing Is completed. TOP CHORDS: 2x12 SP #2 BOT CHORDS: 2x8 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 2 2-PLY TRUSS[ fasten w/3"X 0.120" nails in staggered pattern per nailing schedule: TC- 2 per ft. BC- 2 per ft. WEBS- 2 per ft Distribute loads equally to each ply. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 594# Support 2 594# MAX LIVE LOAD DEFLECTION: L/634 at JOINT # 3 L=-0.16" D=-0.17" T=-0.32" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.08" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.04" WO: CHEK3 WE: MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. This 2-PLY truss designed to carry 191 4" span framed to BC one face 01 0" span framed to TC opposite face WndLod per ASCE 7-98, C&C, V= 125mph, H- 15.0 ft, I- 1.00, Exp.Cat. B, Kzt- 1.0 Bld Type. Encl L. 58.0 ft We: 8.9 ft Truss in END zone, TCDL- 4.2 psf, BCDL= 6.0 psf Fact Resistant Covering and/or Glazing Req ..TC... FORCE ... CSI ..BC ... FORCE...CSI 1- 2 -26 0.01 6- 5 0 0.88 2- 3 0 0.01 5- 4 0 0.75 RMB = 1.00 02-PLYS REQUIRED 3-0-0 TI: L3 QTY:2 ==_ _=__=====Joint Locations=====__=====a== 1) 0- 0- 0 3) 8-10- 8 5) 6- 4-12 2) 6- 4-12 4) 8-10- 8 6) 0- 0- 0 " ------------ TOTAL DESIGN LOADS ------------ Uniform PLF Pr® PLF To - BC Vert L+D -314 0- 0- 0 -314 8-10- 8 ----MAX. REACTIONS PER BEARING LOCATION ----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 1-12 1394 0 -594 BOT PIN 8- 8-12 1394 0 -594 BOT ' H-ROLL This truss has not been designed for ROOF PONDING. Building designer must provide adequate drainage to prevent ponding. (0.25 in./ft. min, slope to drain). Truss must be marked to prevent UPSIDE DOWN erection. 8X1U ,moo JAU 5X6 1394# 3.50" 8-10-8 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TP1 1-1995 Lmaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNFSSA DROVIEDO.F1.52766 Design: Matrix Analpsis YYAKNINIi: READ All NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing Is not erection bracing, wind bracing, portal bracing or similar bracing which is a part of the building design and which most be considered by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bmcing of the overall structure anav be required. (See. HIB-91 of TPI). (Truss Plate Institute. TPI, is located at 583 UOnolno Urne. Madison. Wisconsin 53719). JOB PATH: C.'1TU-LOKIHOMEDIR 3-0-0 F__01 ►M I 4 1394# 3.50" scale = 0.7000 Eng. Job: WO: NEU Dwg: Truss ID: L3 Dsgur: TLY Clik: Date: 4-22-03 TC Live 16.0 psf DurFac - Lbr: 1.25 TC Dead 7.0 psf DurFac - Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 10.0 PSI` Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf V:09.05.02- 2 716- ; HCS: 08.20.02 I I I JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. WO: CHEK3 WE: TI: M ATY:12 DESIGN INFORMATION This design is for an Individual budding component and has been based on Information provided by the client The designer disclaims any responslbdlty for damages as a result of faulty or Incorrect Information. specifications rid/or designs furnished to the truss designer by the client and the correctness or accuracy of this Information as It may mute to a spe- cific project and accepts no responslbWty or exercises no control with regard to fabrica- tion, handling, shipment and installation of trusses. This truss has been designed as on individual budding component In accordance with ANSI/TPI 1-1995 and NDS-97 to be incorporated as pail of the budding design by a Building Designer tregistered architect or professional engineer). When rMewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are in agreement with the local budding codes. local cilmaUe records for wind or "now loads. project specNcations or special appi ed loads. Unless shown, truss Ias not txen designed for storage or occupancy loads. The deign assumes compression chords (top or bottom) are continu- ously braced by otherwise unless othere specified. Where bottom chords In lenslon are not fully braced laterally by a properly applied rigid ceding. they should be braced at a maximum spacing of 10'-T o.c. Connector plates shad be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shad review this dmwing to verify that this drawing is In conformance with the fabricator's plans and to realize a continuing responsibility for such veri- ficatlon. Any discrepancies are to be put In writing before cutting or fabrication. Plates shall not be Installed Over knotholes. knots or distorted grain. Members shall be cut for light fitting wood to wood bearing. Con- nector plates shad be located on both faces of the truss with nails fully Imbedded and shall be sym. about the Joint unless of henvise shown. A 5x4 plate Is 5- wide x 4- long. A 6x8 plate is 6" wide x 9' long. slats (holes) run parallel to the plate length specified. Double cuts on web members shad meet "t the centrotd of the webs unless otherwise shown. Connector plate sizes are mintmum sizes based on the forces shown and may need to be increased for certain hand- ling and/or erection stresses. Tel+ truss is not to be fabricated with lire retardant trusted lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI I-1995 PRECAUTIONARY NOTES Ad bracing and erection recommendations are to be followed in accordance with 'handling Installing Q Bracing'. MB-91. Tresses are to be handled with particular care during banding and bundling, delivery and Wtallatlan to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- Ition and for resisting lateral force shad be designed and installed by others. Careful hand - Wig is essential and erection bracing is always required. Normal precautionary action for trusacs requires such temporary bracing during Installatlon between trusses to avoid toppling and dominoing. The supervision of erection of trusses shall be under the control of persons experienced In the Installation of trusses. Professional advice shall be sought If needed. Concentration of construction loads greater than the design loads shall not be applied to muses at any time. No loads other than the —Wit of the erectors shall be applied to trusses until after ad fast—ing and bracing is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 SLIDERS: 2x4 SP #2 BEAR. BLK: 2x4 SP #3 WndLod per ASCE 7-98, C&C, V= 125niph, H- 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type- Encl L_ 58.0 ft W. 10.7 ft Truss in END zone, TCDL- 4.2 psf, BCDL- 6.0 psf Impact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/999 L=-0.08" D. 0.02" T=-0.07" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.02" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.03" RMB = 1.15 0-6-6 ON Analysis based on Sisliplified Analog Model. MULTIPLE LOADS -- This design is the colmposite result of tmiltiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 448# Support 2 518# ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -1003 0.54 6- 5 924 0.23 2- 3 -92 0.41 5- 4 924 0.29 _ _ _ == === ===Joint Locations===_ _-_ =__ = 1) 0- 0- 0 3) 10- 8- 8 5) 5- 4- 4 2) 5- 4- 4 4) 10- 8- 8 6) 0- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 10-10-12 357 0 -518 TOP H-ROLL 0- 4- 0 432 243 -448 BOT PIN PROVIDE HORIZONTAL CONNECTION PER SCHEDULE Support 1 243# 11-0-0 1 2 3 0 2-6-5 0-8-0 I038 1 10-0-8 6 5 4 433# 8.00" 358# 22..50" 1-7-2 © t I 10-8-8 03 8 (R1-7-0) lei I (RO-2-15) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSUTPI 1-1995 scale = 0.4694 WAKNING: READ ALL NOTES ON THIS SHEET. Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. 4005 MARONDA WAY BRACING WARNING: SA NFORD, FL. 32771 Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing which is a part of the budding design and which must be considered by the budding designer. Bracing (407) 321-0064 Fax (407) 321-3913 shown is for Lateral support of Was members only to reduce buckling length. Provisions must be TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the Overall structure may be required. (see IIIB-91 of TPII. LICENSE #0050068 frruss Plate Institute, TPI, is located at 583 D'Onofrio Drive. Madison. Wisconsin 53719). 1005 VANNESSA DR.0VIED0.Ft327a6 Eng. ,lob: WO: CHEK3 Dwg: Truss ID: M Dsgur: TLY Chk: Date: 4-22-03 TC Live 16.0 psf DurFae - Lbr: 1.25 TC Dead 7.0 psf DurFac - PIt: 1.25 BC Live 0.0 Psr O.C. Spacing: 24.011 BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf V:09.05.02- 21717- 1 „,.,,a,,. ",_w �•w�l,�, 1vu VAIIJ. L:IICC-LVAIHUA1NJ11K HCS: 08.20.02 DESIGN INFORMATION Ths design Is for an Individual building component and has been based on Information provided by the eti—I. The designer dsclal— any respor sibWty for darnagm as a result of faulty or Incorrect tnforrnatlon, speefllratlons and/or designs furnished to the truss designer by the client and the corcolriess or accuracy of this Information as It may relate to a spe- cific ptoijecl and accepts no rmponslbWty or merclses no control with regard to hilinca- tion, handling, shipment and installation of trusses. This buss has been designed as an tndNlduai building component In accordance with ANSI/IPl 1-1995 and NDS-97 to In incorporated as part of the building design by a Building Designer (registered architect or professional engtnced. When reviewed for apprmal by the building designer. the design loadings shown must be checked to be sure that the data shown are In agreement with the local building codes, kncol climatic records for wind or snow loads, protect specifications or special applied Inds. Unless shown, Lruss has not been designed for storage or occupancy loads. The design assumes compression chords Itop or bottom) are contlnu- ously braced by sheathing undess otherwise specified. Where bottom chords in tension are not fully braced laleralty by a properly applied rlgld ceWng. they should be braced at a maximum spacing of 10'-0- o.e Connector plates shall be manufactured from 20 gauge hot dipped gahwdzed steel meeting A$IM A 653. Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabrtettor stall review this drawing to verify that this drawing is In conformance with the fabricator's plans and to realize a contbruing responslbdlly, for such verl- ficavon. Any dlscrepantle are to be put In writing before cutting or fabrication. Plates shall not be Installed ovei knotholes. knots or distorted grain Members shall be cut for tight filling wood to wood bearing. Con- nector plates shaft be located on both faces of the truss wit nnlb fully imbedded and shall be sym. about thetomt unless otherwise shown. A 5x4 plate is 5• wide x 4- long. A 6s8 plate is G wide x 9- long. Slots (holes) run parallel to the ptte length specified. Double cuts on web members shall meet at the cenlrold of the webs unless otherwise shown. Connector plate sizes are mtrilmum sizes based on the forces shown and may need to be increased for ceriam hand- ling and/or erection stresses. This truss Is not to be fabricated with fire retardant treated huinber unless otherwise shown. For additional INormalbn on Quality Control refer to ANSI/TPI 1.1995 PRECAUTIONARY NOTES Ali bracing and erection recommendations are to be followed in accordance with 'Handling Installing & Bracing', HIB-91. Trussm are to be handled with particular care during banding and bundling, deUvery and WtaOation to avold damage. Temporary and permanent bracing for holding trusses in a straight and plumb pm - Ilion and for ressung lateral form shall be designed and Installed by others. Careful hand - Ling is essential and erection bracing is always required. Norval precautionary action for trusses requires such temporary bracing during installation between trusses to avoid toppling and dommoing. The supervision of erection of trusses shall be under the control of person experienced In the Installation of busses. Professional advice shall be sought if needed. Concentration of corstructlon loads greater than the design bads shall not be applied to trusses at any lime. No loads other than the weight of the ermi— shall be applied to trusses unit) after all fastening and bmctng is completed. JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. WO: CHEK3 WE: TI: N ATY:2 TOP CHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the =___ ___=====Joint Locations=====__________ BOT CHORDS: 2x4 SP #2 composite result of multiple loads. 1)060- 0- 0 3) 10- 3- 0 5) 0- 0-•0 WEBS: 2x4 SP #3 All COMPRESSION Chords are assumed to be 2) 5- 1- 8 4) 10- 3- 0 SLIDERS: 2x4 SP #2 continuously braced unless noted otherwise. ----MAX. REACTIONS PER BEARING LOCATION----- WndLod per ASCE 7-98, C&C, V. 125niph, Shimor wedge if necessary to achieve full bearing. X-Loc Vert Horiz Uplift Y-Loc Type H= 15.0 ft, I= 1.00, Exp.Cat. B, Rzt= 1.0 PROVIDE UPLIFT CONNECTION PER SCHEDULE: 0- 4- 0 417 264 -419 BOT PIN 10- 1-12 331 0 -520 BOT Bld Type- Encl L. 40.0 ft W- 10.2 ft Truss in END zone, TCDL- 4.2 psf, BCDL= 6.0 Support 1 419# Support 2 H-ROLL PROVIDE HORIZONTAL CONNECTION PER SCHEDULE psf Inipact Resistant Covering and/or Glazing Req 520# Support 1 264# MAX LIVE LOAD DEFLECTION: ..TC... FORCE ... CSI--BC... FORCE ... CSI L/999 1- 2 983 0.51 5- 0 -904 0.27 L=-0.07" D- 0.01" T=-0.06" 2- 3 -103 0.54 0- 4 -1150 0.40 MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.05" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.06" RMB - 1.15 10-3-0 Ilk 1 2 3 0 0-6-6 al 2-4-4 1-7-3 i 2.00 0-80 I®� 1 I I Ile9-7-0 5 4 418i1 8.00" 1-7-2 332/� 2.50" (R1-7-0) a�a 10-3-U EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 (Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 Design: Mmrir Analysis scale = 0.4971 VVAKNINU: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Eng. Job: D`"g: Dsgnr: TLY TC Live Chk: 16.0 psf O: Truss ID: N Date: 4-22-03 DurFae - Lbr: 1.25 Bracing, shown on this dmwbng is not erectlon ism icing, wind bracing. portal bracbrg or similar bracing TC Dead 7.0 psf DurFae - Pit: 1.25 which is a part of the building design and which must be considered by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Provisions must be BC Live 0.0 psr O.C.Spacing: 24.0" P g• made to anchor lateral bracing at ends and specified locations determined by the building desfgner. Additional bracing of the overall structure may be required. (S (-See HIB-91 of TPI). ea BC Dead . 10o r pS Design Criteria: TPI rrruss Plate Institute. TPI. is located at 563 D'Onafno Drive, Madison. Wisconsin 53719). Code Dese: FLA TOTAL 33.0 Psf V:09.05.02- 21719- S JOB PATH: CATEE-LOKWOMED/R HCS: 08.20.02 JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. WO: CHEK3 WE: TI: O QTY:2 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the =_==_== 1=Joint Locations=== ==_."=, =e This design is for an individual building BOT CHORDS: 2x4 SP #2 composite result of multiple loads. 1) 0- 0-0 3) 7- 3- 0 5) 0- 0- 0 component and has been based on Information WEBS: 2x4 SP #3 provided by the went. The designer disclaims All COMPRESSION Chords are assumed to be 2) 3- 7- 8 4) 7- 3- 0 ' SLIDERS: 2x4 SP #2 anymaponslbWty, for damages as a result of continuously braced unless noted otherwise. ----MAX. REACTIONS PER BEARING LOCATION----- faulty or Incorrect information, specdltatlons Shim or wedge if necessary to achieve full X-Loc Vert Horiz Uplift Y-Loc Type and/or designs furnished to the testis designer WndLod per ASCE 7-98, C&C, V. 125niph, bearing. 0- 4- 0 319 257 -420 BOT PIN by the client = it die corredness or accuracy H= 15.0 ft, I= 1.00, Exp.Cat. B, Xzt= 1.0 PROVIDE UPLIFT CONNECTION PER SCHEDULE: 7- 1-12 232 0 -446 BOT H-ROLL of this information as It may relate to a spe- Bld Type. Enel L= 58.0 ft W= 7.2 ft Truss Support 1 420# Mfic project and accepts no msponslblllty or in END zone, TCDL- 4.2 psf, 8(�L= 6 . 0 PROVIDE HORIZONTAL CONNECTION PER SCHEDULE -ere— no control with regard to fabrla- act Resistant Covering psf Support 2 446# Support 1 257# Lion, handling, shipment and Installation of g and/or Glazing Req trusses. This truss has been designed as an MAX LIVE LOAD DEFLECTION: .. TC ... FORCE ... CSI ..BC ... FORCE... CSI Individual building component N accordance with L/999 1- 2 712 0.26 5- 0 -787 0.14 ANSI/-M 1- 1995 and NDS-97 to be Incorporated L=-0.02" D- 0.00" T--0.02" 2- 3 -81 0.29 0- 4 -883 0.18 as part of the building design by a Building MAX HORIZONTAL TOTAL LOAD DEFLECTION: Designer (registered architect or professional Tic O . Ol ^ engineer). When reviewed for approval by the building designer, the design loadings shown MAX HORIZONTAL LIVE LOAD DEFLECTION: must be checked to be sure that the data shown T- 0. 01" are in agreement with the local building codes, local cWoatic rco erds for wind or snow loads, RMB - 1.15 project speclflations or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are mntlnu- ously braced by shesthing unless otherwise 7-3-0 specified. Where bottom chords In tension are not fully braced laterally by a properly applied 1 2 3 rigid ceding. they should be braced at a maximum spacing of lo'-0- o.c. Connector 00 plates shall be manufactured from 20 gauge hot dipped gahanlred steel meeting ASTM A 653. Grade 40. unless otherwise shown. 2X FABRICATION NOTES Prior to fabrtoUon. time fabricator shall review this drawing to verify that this drawing is In conformance with the fabriratoes plans and to realize a continuing responsibility for such verl- (tailors. Any discrepancies are to be put In 1-104 writing before cutting or fabrtation. 2X Plates shall not be installed over knotholes, knots or distorted grain. Members shall be cut for tight BtUng wood to wood baring. Con- 3-2-11 nector plates shall be located on both faces of the truss with nath fully imbedded and shad be sym. about the Joint unless otherwise shown. A 5x4 plate is 5' wide x 4' long. A 6.x8 plate is 6' - 3X4 wide x 8' long. Slots (holes) run parallel to the plate length specified. Dwbia cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector piste sou, 0-6-6 �� 3X4 are minimum need sous based the forces shown _— and mayayneed to be increased d for certain hand- 3X4 ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated 5X8 lumber unless otherwise shown. For additional Information on Quality Control refer to ANSIrM 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with 'Handling Instading & Bractg', HIB-91. Trusses ore to be handled with particular are during banding and bundling, delivery and installation to avoid damage. Temporary and pernanenl bracing for holding trusses In a stralght and plumb pos- Illon and for resisting lateral forces shall be designed and Installed by others. Careful hand- ling is essential and ereNon bracing is always required. Normal precautionary action for trusses requires such temporary bracing during Itislallat)on between Busses to avoid toppWng and dominoing. The supervision of erection of trusses shall be under the control of tpersons experienced In the Installation of trusses. Professional advice shad be sought if needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any lhne. No loads other than the weight of tho erectors shad be applied to trusses urdd after ad fastening and bracing is completed. 2.00 I 0-8-0 I 5 ,r- 319# 8.00" 1-7-2 �- (R1-7-0) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSUTPI 1-1995 rMaronda Systems 4005 MARONDA WAY SANFORD, FI_. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 n.r:e... ir.n.:. A....I...:. 7-3-0 WFIKNINV: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not en .tion bracing, wind bracing, portal bracing or similar bracing which Is a part of the budding design and which must be considered by the building designer. Bracing shaven is for lateml support of truss memben only to reduce buckling length. Provisions must be trade to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of time overad structure may be required. is" HIB-91 of TI d. rrmw Plate Institute. TPI, is located at 593 D'Onofrio Drive, Madison. Wismusin 53719). 233# 2.50" Eng. Job: Dwg: Dsgnr: TLY Chk: TC Live 16.0 psf TIC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 psf scale = 0.6513 EC Truss ID: O Date: 4-22-03 DurFac - Lbr: 1.25 DurFac - PIt: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA V:09.05.02- 21720- 1 If CS: 08.20.02 DESIGN INFORMATION This design is for an Individual bufldtng component and has been based on tnform;aJon provided by the client. The designer disclalms any responsibility for damages as a result of faulty or incorrect Information, spectneations and/or designs furnished to the truss designer by the client and the correctness or accuracy of this information as It may relate to a spe- cific project and accepts no responsibility or exercises no control with regard to fabrlca- Lion. handling, shipment and Installation of trusses. This truss has been designed as an Individual building component In accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as part of the building design by a Building Dmlgner Iregblered architect or professional enginecrl. When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are In agreement with the local budding codes, local climatic records for wind or snow loads, project specifications or special applied loads. Unless shown, truss has not !seen designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a properly applied rigid celltng, they should be braced at a maximum spacing of 1(T-T o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Crade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review Ods drawing to veiny that this drawing is In conformance with the fabrlmtor's plans and to realize a continuing responsibility ty for such verl- fitlon. Any discrepancies we to be put in writing before cutting or fabrication. Plates shall not be IslaOed over knotholes. knots or distorted glom. Members shall be cut for light fitting wood to wood bearing, Con- nector plats shall be located on both faces of the truss with nails fully Imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5' wide x 4' long. A fix8 plate b 8' wile x 8' long. Slots (holes) run parallel to the plate length specified. Double cuts on well members shall meet at the cenlrold of the webs unless otherwise shown. Connector plate sizes are minimum sloes based on the forces shown and may need to be Increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otfnerwbe shown. For additionalInformation on Quality Control refer to ANSIfM 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with 'Handling Installing ✓I< Bmeing', HIB-91. Trusses are to be handled with particular care during banding and bundling, dellvery and butallation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos. Ition and for resisting lateral forces shall be designed and Installed by others. Careful hand. ling b essential and erection bracing is always requbed. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppimg and dominoing. The supervision of erection of trusses shall be under the control of persons experienced In the lnslaBaUan of trusses. Professional advice shall be sought If needed. Concentration of construction Inds greater than the design loads shall not be applied to trusses at any time. No Inds other than the weight of the crectors shall be applied to trusses until after all fastening and bracing is completed. JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 SLIDERS: 2x4 SP #2 This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 396# Support 2 225# Support 3 42# MAX LIVE LOAD DEFLECTION: L/999 L=-0.04" D= 0.00" T=-0.03" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T. 0.00" RMB = 1.15 0-8-0 WO: CHEK3 WE: Analysis based on Simplified Analog model. MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Shim or wedge if necessary to achieve full bearing. Field Connection at Support 1 must be able transfer 82 pounds of horizontal reaction ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -31 0.39 4- 3 -173 0.19 TI: P QTY:2 __ _ _ == =====Joint Locations____________ _ 1) Oa 0- 0 3) 4- 3- 0 2) 4- 3- 0 4) 0- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 4- 1-12 87 82 -225 TOP PIN 0- 4- 0 212 117 -396 BOT PIN 4- 1-12 54 0 -42 BOT H-ROLL WndLod per ASCE 7-98, C&C, Vo 125mph, H= 15.0 ft, I- 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type. Encl L. 58.0 ft W= 4.2 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req 4-3-0 L 2 0 I , 4 212# 8.00" L 1-7-2 (Rl-7 0) eJe EXCEPT AS SHOWN PLATES ARE TL20 CA TESTED PER ANSI/TPI 1-1995 (Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 IOD5 VANNESSA DMOVIEDOXI-3276(i 4-3-0 2.00 I 87# 2.50" 54# 2 0" C/L: 4-1-12 Over 3 Supports scale = 0.9442 WAKNINU: READ ALL NOTES ON THIS SHEET. Eng. Job: H A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Divg: Truss ID: P CONTRACTOR. Dsgnr: TLY Chic: I Date: 4-22-03 BRACING WARNING: TC Live 16.0 psf DurFac - Lbr: 1.25 Bracing shown an this drawing is not erection bracing, wind bracing, portal bracing or stmllar bracing which is a part of the butdingdesign and which must be considered by the building designer. Bracing TC Dead 7.0 psf DurFae - Pit: 1.25 shown Is for lateral support of truss members only to reduce buckling length. provisions must be BC Live 0.0 par O.C.Spacing: 24.0" made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPI). BC Dead lo. o par Design Criteria: TPI ws taPlate Wtitute. TPI, is located at 583 D'Onaf to Drive. Madison, Wisconsin 53719). ,. Code Desc: Ftw TOTAL 33.0 psf I V:09.05.02- 21721- 1 11CS: 08.20.02 JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. WO: CHEK3 WE: DESIGN INFORMATION Thts design Is for an indlvldual building component and has been based on Information provided by the client The designer disclaims any responsibility for damages as a result of faulty or Incorrect information. specifications and/or designs furnished to the taw designer by the client and the rnrrectness or accuracy of this Information as It may relUe to a spe- cft project and accepts no responsibility or exerctscs no control with regard to fabrtca- Uon. handling shipment and mstalla lcm of trusses. This muss has been designed - an IndividualInddual building component in accordance with ANSI/TPI 1-1995 and NDS-97 to he Incorporated as part of the building design by a Building Designer (registered architect or professional engmeer). When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are in agreement with the local building codes, local riinratic records for wind or snow loads• project specifications or special applied loads. Unless shown• tress has not been designed for storage or occupancy loads. The design assumes cornpn km chords (top or bottom) are conunu- ousy braced by sheathing unless otherwise specified. Where bottom chords in tension arc not fully braced laterally by a prop" applied rigid ce0ing they should be braced at a maximum spacing of 1(Y-0" o.e Connector plates shall be manufactured from 20 gauge hot dipped galvanised steel meeting AS1M A 653. Gmde 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing is in confomuuue with the fabricators plvs and to realize a continuing responsibility for such verl- fication. Any discrepancies are to be put In writing before cutting or fabrication. Plates shall not be installed over knotholes. knots or distorted gram. Members shall be cut for tight fitting wood to wood beartng. Con- nector plates shall be located on both fare of the truss with nalls fully imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate Is 5- wide x 4' long A 6x8 plate is 6- wide x 8' long. Slots (holesl run pantilel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate stun are miniroum sizes based on the forces shown and may need to be Increased for certain hand- ling and/or erection stresses. This taus Is not to be fabricated with fire retardant bested lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/7ir1 1-1995 PRECAUTIONARY NOTES A9 bmchlg and erection recommendations are to be followed In accordance with -Handling Installing & Bracing". HI11-91. Trusses are to be handled with particular eve during banding and bundling delivery and Wtallation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pm- Itlon and for resisting lateral forces shall be designed and Installed by others. Careful hand- ling is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppwB and dommofng. The supervision of erection a( trusses shall be under the control of persoro experienced in the Installation of trusses. Professional advice shall be sought If needed. Concentration of consbucUon load. greater than the design loads shall not be applied to trusses at any time. No lords other than the weight of the erectom shall be applied to trusses cml8 after all fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 SLIDERS: 2x4 SP #2 Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 226# Support 2 125# MAX LIVE LOAD DEFLECTION: L/999 L. 0.00" D= 0.00" T= 0.00" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.00" RMB - 1.15 TI: A QTY:2 MULTIPLE LOADS -- This design is the =___=====o==--Joint Locations=====a=====____ composite result of multiple loads. 1) 0- 0- 0 3) 1- 8- 4 All COMPRESSION Chords are assumed to be 2) 1- 8- 4 4) 0- 0- 0 continuously braced unless noted otherwise. ----MAX. REACTIONS PER BEARING LOCATION----- WndLod per ASCE 7-98, C&C, V- 125mph, X-Loc Vert Horiz Uplift Y-Loc Type H= 15.0 ft, I= 1.00, Exp.Cat. B, Rzt- 1.0 0- 4- 0 137 63 -226 BOT PIN Bld Type= Encl L= 58.0 ft W- 1.7 ft Truss 1- 7- 0 47 0 -125 BOT H-ROLL in END zone, TCDL- 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req .TC...FORCE ... CSI--BC...FORCE...CSI 1- 2 -3 0.01 4- 0 -56 0.01 0- 3 20 0.01 1-84 Ilk 1 2 2.00 I 0-8-0 Plate Height 14 1-04 I = 0-2-1 3 1-7-2 138N 8.00" 48# 2.50" (RI-7 0) 1-8 4 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSl1TPI 1-1995 Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNFSSA DROVIEDOXI-32766 Design: Mmrix Atwlysis IIYAKIVIIVV: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing wind bracing portal bracing or similar bracing which is a part of the bulldog design and which must be considered by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the bulldog designer. Additional bracing of the overall structure may be required. (See IIIB-91 of TPB. Raw Plate Institute, TPI. Is loented at 583 D'Onofrio Drive, Madison. Wisco—Ln 53719). JOB PA771: C:ITEE-LORIHOMEDIR Eng. Job: Dwg: Dsgnr: TLY Chk: TIC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 Dsf scale = 1.5329 Truss ID: Q Date: 4-22-03 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA TICS: 08.20.02 DESIGN INFORMATION This design Is for an individual building component and has been based on Informauon provided by the client. The destgner disclabns any responsfblllty far damages os a result of faulty or incorrect Information, specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this information as It may relate to a spe- cifk project and accepts no responsibility or exeresso no control with regard to fabrim- Uon, handling, shipment and bstallation of trusses. This truss has been designed as on individual building component In accordance with ANSI/' PI 1-1995 and NDS-97 to be Incorporated as pan of the building design by a Building Designer (registered architect or professional eng7neer). When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are In agreement with the local building codes. local cWnauc records for wind or snow loads. project specifications or spectal applied bads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chards (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigid ceding, they should be braced at a maximum spachhg of Mr-O" o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel greeting ASTM A 653, Grade 40, unless otherwise showm. FABRICATION NOTES Prior to fabrication. the fabricator shall review, this drawing to verify that uUs drawing Is In conformance with the fabrkator's plans and to mallze a continuing responsibility for such veri- flcstton. Any discrepancies arc to be put in writing before cutting or fabrication. Plates shall not be installed over knotholes. knots or distorted grain. Members shall be cut for tight (riling wood to wood bearing. Con- nector plates shall be located on both facets of the thus with nails fully imbedded and shall be Mo. about the Joint unless otherwlse'shown. A 5x4 plate is 5' wide x 4' long. A 6a8 plate is 6' wide x 8' long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the eenuoid of the web. unless otherwise shown. Comrector plate sizes tie mlnlmurn sizes based on the forces shown may ay need to be Increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1.1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with'Handling Installbrg A Bracing", HIB-91. Trusses are to be handled with particular care during banding and bundWhg, delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses In a simlghl and plumb pos. Itlon and for resisting lateral forces shall be designed and Installed by others. Careful hand. ling is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during Installation between tnssm to avoid toppling and dondnomg. The supervision of erection of trusses shall be under the control of persons experienced In the Installation of trusses. Professional advice shall be sought if needed. Concentration of construction loads greater than the design loads shag not be applied to trusses at any time. No loads other than the weight of the erectors shag be applied to trusses until after all faslenbrg and bracing is completed. JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 SLIDERS: 2x4 SP #2 This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 422# Support 2 303# Support 3 65# MAX LIVE LOAD DEFLECTION: L/419 at Mid -panel # 1 L=-0.17" D= 0.02" T=-0.15" MAX HORIZONTAL TOTAL LOAD. DEFLECTION: T- 0.02" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.02" RMB = 1.15 3-10-3 0-6-6 1 WO: CHEK3 WE: Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Shim or wedge if necessary to achieve full bearing. Field Connection at Support 1 must be able transfer 166 pounds of horizontal reaction PROVIDE HORIZONTAL CONNECTION PER SCHEDULE Support 1 235# ..TC... FORCE ... CSI .,BC ... FORCE ... CSI 1- 2 -62 0.84 4- 3 -457 0.40 TI: R QTY:2 =_ ==== _=====Joint Locations==========e==== 1) 0- 0- 0 3) 6- 0- 8 2) 6- 0- 8 4) 0- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 5-11- 4 126 166 -303 TOP PIN 0- 4- 0 248 235 -422 BOT PIN 5-11- 4 75 0 -65 BOT H-ROLL WndLod per ASCE 7-98, CSC, V- 125niph, H= 15.0 ft, I- 1.00, Ecp.Cat. B, Kzt= 1.0 Bld Type. Encl L- 58.0 ft W. 6.0 ft Truss in INT zone, TCDL- 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req 6-0-8 11 1 2 6.00 Attach with (4) 10d Toe -Nails 2-2-8 1-4-2 Attach with (1) 10d Toe -Nails 3.00 I 0-80 I®I I I 5-4-8 4 248# 8.00" 127# 2.50" L 1-1-9 76# .50" e 6-0-8 C/L: -114 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports scale = 0.5459 (Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNFBSA DROVIEDO.FL32766 Design: Afdiris Andlysis UYAKNINIU: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on thin drawing is not erection bracing, wind bracing, portal bracing or similar bracing which is a part of the building design and which must be considered by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Provisions must be trade to anchor lateral bracing at ends mid specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of 7PI). ffruss Plate Institute, TPI, is located at 583 D'Onol 1. Drive, Madison. WN-nisIn 537191. JOB PATH: C:ITEE-LOKIHOMEOIR Eng. Job: Dwg: Dsgttr: TLY Cbk: TIC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 Truss ID: R Date: 4-22-03 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA 11CS: 08.20.02 JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. WO: CHEK3 WE: DESIGN INFORMATION This design 13 for an Individual bu8dtng component and has been based on Information provided by the client. The designer disclaims any respornibdIty for damages as a result of faulty or Incorrect information. speclflmumis and/or designs furnished to the truss designer by the client amid the corectness or accuracy of this Information as It may relate to a spe- cific project and accepts no responsibility or uercises no control with regard to fabrim- .n. handling shipment and installation of I---. Tnls truss has been designed as art individual building component in accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as part of the buuding design by a Buedmg Designer (registered architect or professional engineer). When reAmed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are in agreement with the local building codes, local climatic records for wind or snow bads, project specifications or special applied loads. Unless shown, truss has not been designed fur storage or occupancy loads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a property apPiled rlod ceWng, they should be braced at a maximum spacing of 10'-0" o.e Connector plates stall be manufactured tram 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrlmUon, the fabricator shall review this drawing to verify that this drawing is In conformance with the fabncatoes plans and to realize a contmumg responsibility for such verb f cation. Any dlscrepanctes are to be put In wriung before cutting or fabrlmtion. Plates shall not be installed over knotholes. knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be looted on both faces of the truss with nalb fully Imbedded and shall be sym. about the Joint unless otherwise shown. A 5x4 plate Is 5' wide x 4' long. A 6x8 plate is 6" wide x 8' long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the a trold of the webs unless otherwise shown. Connector plate sizes are minimum al""' based on the forces shown and may need to be Increased for cenain hand- ling and/or erection stresses. This tress Is not to be fabricated with nre retardant treated lumber unless otherwise shown. For additional Information on guably Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES AB bracing and erection mearr mendatkins are to be followed in accordance wnh'Handling Installing A Bmeing', HIB-91. Trusses arc to be handled with particular cue during banding and bundling, delivery and twallation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- Itlon and for reststing lateral forces stab be designed and installed by others. Careful hand- ling is essential and erection bracing is ahvays required. Normal precautionary action for trusses requlrm such temporary bracing during hmlallation between trusses to avoid toppling and dominobig. The supervision of a Uon of trusses shall be under the control of persons experienced in the installation of trusses. Professional advice shall be sought if needed. Concentration of construction loads greater than the design loads shall not be applied to in-- al any lane. No loads other than the weight of the erectors shall be oppiled to I-- unlit after ail fastening and bracing b completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 SLIDERS: 2x4 SP #2 This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 368# Support 2 249# Support 3 55# MAX LIVE LOAD DEFLECTION: L/913 at Mid -panel # 1 L=-0.06" Dei 0.01" T=-0.05" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.01" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.01" RMB - 1.15 3-2-3 0-6-6 EXCEPT AS SHOWN PLATES (Maronda Systems 4005 MARONDA WAY SANFORD. FL. 32771 (407)321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE N0050068 1005 VANNESSA OP OVIED0.1"t-32766 Design: Matrix Analysis Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Shim or wedge if necessary to achieve full bearing. Field Connection at Support 1 must be able transfer 136 pounds of horizontal reaction --TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -48 0.54 4- 3 -269 0.26 TI: S QTY:2 __ ==========Joint Locations==============_ 1) 0- 0- 0 3) 4- 8- 8 2) 4- 8- 8 4) 0- 0- 0 ---- MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 4- 7- 4 98 136 -249 TOP PIN 0- 4- 0 204 195 -368 BOT PIN 4- 7- 4 59 0 -55 BOT H-ROLL WndLod per ASCE 7-98, C&C, V- 125mph, Hei 15.0 ft, I= 1.00, Exp.Cat. B, Rzte. 1.0 Bld Type= Encl L= 58.0 ft W= 4.7 ft Truss in INT zone, TCDL= 4.2 psf, BCDL- 6.0 psf Impact Resistant Covering and/or Glazing Req 4-8-8 1 2 .00 3.00 I as-o � M I 4-0-8 4 3 205# 8.00" 98N 2.50" 1-1-9 I 4-8-8 250n �6011 ARE TL20 GA TESTED PER ANSI/TP1 1-1995 Over 3 Supports C/L: 4-74 Attach with (4) 10d Toe -Nails Attach with (1) 10d Toe -Nails scale = 0.6603 WAKNING: READ ALL NOTES ON THIS SHEET. Eng. Job: E A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: S CONTRACTOR. Dsgnr: TLY Chk: I Date: 4-22-03 BRACING WARNING: TC Live 16.0 psf DurFac - Lbr: 1.25 Bmcing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bmchig which Is a part of the building design and which must be considered by the budding designer. Bmcing TC Dead 7.0 psr DurFae - Plt: 1.25 shown is for laLateral support of truss members only to reduce buckling length. Provisions must lie BC Live 0.0 psf O.C.Spacing: 24.0" p g. made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See HIB-9I of 7T'il. BC Dead to.o psr Design Criteria: TPI frruas Plate ImUlule, TPI, Is located at 583 D'Onofno Drive. Madison, Wisconsin 537191. Code Dese: FLA TOTAL 33.0 psr V709.05.0 - 2172 - 1 JOB PATH: C:ITEE-LOKIHOMFI7(R HCS: 03.20.02 JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. WO: CHEK3 WE: DESIGN INFORMATION This design Is for an Individual building component and has been based on Information provided by the client. The designer dt ela_aa• any responsibility for damages as a result of faulty or incorrect tnformawn. specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Information as it may relate to a spe- cific project and accepts no responsibility or exercises no control with regard to fabrica- tion, handling, shipment and installation of trusses. This truss has been designed as an individual building component in accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as part of the budding design by a Building Designer (registered architect or professlonnl engineer). When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are in agreement with the lord building codes. local climatic records for wind or snow loads. project specificatons or special applied loads. llnless shown, truss has not been designed for storage or occupancy loads. The design assumes campresslon chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in (melon are not fully braced laterally by a Properly applied rigid ceiling. they should be braced at a maximum spacing of 10'-0' o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review lift drawing to verify that this drawing is in conformance with the fabricator's pl ns and to realize a continuing responsibility for such veri- nestlon. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be Wtalled over knotholes. knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con. nector plates shall be located on both faces of the truss with nails fully Embedded and shall be Byrn. about tie joint unless otherwise shown. A 5x4 plate is 5' wide x 4- long. A 6x8 plate Is 6' wide x 8' long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shah meet at the _ntroid of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be Increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations arc to hir be followed lot accordance w-Handling IastoWng A Bracing'- HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pm. Itlon and for resisting lateral forces shall be designed and installed by others. Careful hand. ling is essential and erection bracing is always required. Normal precaullonary action for trusses requlmo such temporary bracing during installation between busses to avoid toppling and dominoing. The supervision of erection of ru tsses shall be under the control of persoru experienced in the installation of trusses. Professional advice shall be sought If needed. Concentration of construction lands greater than the design loads shall not he applied to busses at any time. No bads other than tie weipjnt of the erectors fashall be applied to lrusso until after all stening and bracing is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 SLIDERS: 2x4 SP #2 This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 294# Support 2 181# Support 3 41# MAX LIVE LOAD DEFLECTION: L/999 L=-0.02" D= 0.00" T=-0.01" MAX HORIZONTAL TOTAL LOAD DEFLECTION: Te 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.00" RMB - 1.15 2-6-3 0-6-6 Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Shim or wedge if necessary to achieve full bearing. Field Connection at Support 1 must be able transfer 99 pounds of horizontal reaction ..TC... FORCE ... CSI ..BC ... FORCE...CSI 1- 2 35 0.28 4- 3 -112 0.15 TI: T QTY:2 _=== = ==Joint Locations==== _ ===e:====__ 1)O- Oa=O 3) 3- 4- 8 2) 3- 4- 8 4) 0- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 3- 3- 4 69 99 -181 TOP PIN 0- 4- 0 161 143 -294 BOT PIN 3- 3- 4 43 0 -41 BOT H-ROLL WndLod per ASCE 7-98, C&C, Ve, 125mph, H- 15.0 ft, I= 1.00, Exp.Cat. B, Xzt= 1.0 Bld Type= Encl L- 58.0 ft We, 3.4 ft Truss in INT zone, TCDL- 4.2 psf, BCDL- 6.0 psf Impact Resistant Covering and/or Glazing Req 3-4-8 1 2 3.00 I 0-8-0 l 2-8-8 4 3 161# 8.0011 70# 2.50" 3 4-8 _ 44# 2 50" r 34 EXCEPT AS SIIOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNFSSA DROVIEDO.FL32766 Design: Afatrix Analysis WAKIVIIV(i: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing which b a part of the building design and which most be considered by the building designer. Bracing shwa Is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPI). Uniss Plate Institute. TPI, is located at 583 D'Onofrio Drive, Madison, Wisconsin 537191. JOB PATH: CA EE-LOKINOMEDIR Attach with (3) 10d Toe -Nails Attach with (1) 10d Toe -Nails scale = 0.8355 Eng. Job: Dwg: Dsgn r: TLY Chk: - H Truss ID: T Date: 4-22-03 TC Live 16.0 psf DurFac - Lbr. 1.25 TC Dead 7.0 psf DurFac - Pit: 1.25 BC Live o.o psf O.C. Spacing: 24.0" BC Dead tu.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf V:0 .05.02- 21729- 1 HCS: 03.20.02 DESIGN INFORMATION This design Is for an IndMdual building component and has been based on Information provided by the client. The designer dtularms any responsibility for damages as a result of faulty or Incorrect Information. specifications and/or designs furnished to the Wss designer by the cUent and the correctness or accuracy of this Information as It may relate to a spe- eglc project and accepts no responsibility or exerebn no control with regard to fabnim- tion, handling, shipment and Instal atbn of trusses. This truss has been designed as an Individual butiding component in accordance with ANSI/TPI 1-1995 and NDS-97 to be incorporated as part of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are In agreement with the local building codes. local clmmtic records for wind or snow loads. project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (lop or bottom) are contmu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a property applied rigid ceiling. they should be braced at a maximum spacing of IOr-W o.c. Connector plates shall be manufactured from 20 gauge hot dipped 9s1vanhed steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES PrIm to fabrication, the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricator's plans and to realize a continuing responstbWty for such ved- fl-Uon. Any dberepandeS are to be put in writing before cutting or fabrication. Plates shall not be Installed over knotholes, me knots or distorted grain. Mmbers shall be cut for Ught titting wood to wood bearing. Con- nector plates shall be located on bout faces of the truss with nails fully imbedded and slag be sym. about thejoint unless otherwise shown. A 5x4 plate is 5' wide x V long. A 6x8 plate is 6• wile x 8' long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centroid of the webs unless otherwise shown. Connector plate sizes are minimum suns based on the forces shown and may need to be Increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with flm retardant treated lumber unless otherwise shown. For addlUonal Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations arc to be followed in accordance with •Handling Install ng Q Bracing'. HIB-91. Trusses are to be handled with particular core during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses In a stralght and plumb pos- Ition and for rwtsUng lateral forces shall be designed and Installed by others. Careful land - ling Is essential and erection bracing is allays required. Normal precautionary action for trusses requires such temporary bracing during installation between tnmss to avoid toppling and dominoing. The supervision of erection of trusses shag be under the control of persons experienced in the Installation of trusses. Professional advice shag be sought If needed. Concentration of construction loads greater than the design bads shall not he applied to trusses at any time. No loads other than the weight of the erectors slag be applied to trusses until after all fastening and bracing Is completed. JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 SLIDERS: 2x4 SP #2 Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 157# Support 2 191# MAX LIVE LOAD DEFLECTION: L/964 at JOINT # 2 L=-0.02" D. 0.00" T--0.02" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.03" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.04" RMB = 1.15 1-10-3 T 0-6-6 WO: CHEK3 WE: TI: U MULTIPLE LOADS -- This design is the =___ =__ ====== Joint Locations==__=====r== gl ceaosite result of multiple loads. 1)0- 0- 3) 2- 0- 8 All COMPRESSION Chords are assumed to be 2) 2- 0- 8 4) 0- 0- 0 continuously braced unless noted otherwise. ----MAX. REACTIONS PER BEARING LOCATION----- WndLod per ASCE 7-98, CSC, V= 125mph, X-Loc Vert Horiz Uplift Y-Loc Type H- 15.0 ft, Ie, 1.00, Exp.Cat. B, Rzt= 1.0 0- 4- 0 127 131 -157 BOT PIN Bld Type= Encl L- 58.0 ft W. 2.0 ft Truss 1-11- 4 60 0 -191 BOT H-ROLL in INT zone, TCDL- 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Reg ..TC... FORCE ... CSI-.BC... FORCE ... CSI 1- 2 -24 0.20 4- 0 -229 0.05 0- 3 46 0.02 2-0-8 1 2 0 1-2-8 0-4-2 4 3.00 I 0-8-0 .0— F i/If 1-4-8 4 3 127# 8.00" 60# 2.50" 1-1-9 Dio 2-0-8 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Lmaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DROVIEDO.FL32766 scale = 1.1370 WAKNINU: READ ALL NOTES ON THIS SHEET. Eng. Job: W EI A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING DWg: Truss ID: U CONTRACTOR. Dsgnr: TLY Cleft: Date: 4-22-03 BRACING WARNING` TC Live 16.0 psf DurFae - Lbr: 1.25 Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bmchmg which Is a part of the building design and which must be. considered by the building designer. Bracing TC Dead 7.0 psf DurFae - Pit: 1.25 shown is for lateral support of truss members only to reduce buckling length. provisionsmust be BC Live 0.0 psf O.C. Spacing: 24.0„ made to anchor lateral bracing at ends and specllled locations determined by the building designer. Additional bmcing of the overall structure may be required. ISee HIB-91 of TPq. BC Dead lo.o f p$ Design Criteria: TPI fltuss plate Institute. TPI. is located at 583 D•Grarria Drive Madison. Wisconsin 53719). Code Dese: FLA TOTAL, 33.0 psf V:09.05.02- 21730- 1 HCS: 08.20.02 JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. WO: CHEK3 WE: TI: V QTY:2 DESIGN INFORMATION This design Is for an individual building component and has been based on Information provlded by the client. The deaigner disclaims any responsibility for damages as a result of faulty or incorrect Information, specifications and/or designs furnished to the truss designer by the client and the corectnos or accuracy of this Information as It may relate to a spe- c[ to project and accepts no responsibility or exercises no control with regard to fabric. tlon. handling. shipment and Installation of trusses. This truss has been designed as an individual budding component In accordance with ANSI/TPI 1.1995 and NDS-97 Lobe Incorporated as part of the building design by a Building Designer (registered architect or professional engtneerl. when reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are In agreement with the local building codes, local climatic records for wind or snmv loads, project specifications or special applied loads. Unless shown. truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are continu. omty braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rtgld ceding. they should be braced at a maximum spacing of lo-0- o.c. Connector plates shall be manufactured frorn 20 gauge hot dipped galvanized steel meeting ASfM A 653, Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review the dmwing to verity that this drawing is In conformance with the fabriator's plats and to realize a continuing r-pomlbWty for such —1- Dealt—Any ds—pancles are to be put In writing before tutting or fabrication. Plates shall not be installed over knotholes. knots or distorted grain. Members shall be cut for tight filling wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nails fully imbedded and shall be sym. about the joint unless otherwise shown. A Sz4 plate is 5' wide x 4' long. A 6x8 plate Is 6' wide x 8- long. Slots (holes) nun parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shoran. Connector plate sizes are minto —sizes lased on the forces shown and may need to be increased for certabl hand- ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Informalon on Quality Control refer to ANSI/7P1 1-1995 PRECAUTIONARY NOTES Ail bmeing and erection recommendations are to be followed In accordance with 'Handling Installing A Bmcing'. HIB-91. Trusses are to be handled with particular care during banding and bundling. delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pm. Illon and for resisting lateral forces shag be designed and installed by other. Careful hand- ling is essential and erection bmcmg is always required. Normal precautionary action for muses requires such temporary bracing during installation between tresses to avoid toppling and dommomg The supervision of em.Uon of to --shall be under the control of persons experienced In the mstallatlon of trusses. Professional advice shall be sought if needed. Concentration of construction loads grater than the design Inds shall net be applied to truss" at any time. No loads other than the weight of the erector shall be applied to trusses until after all fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEDGES: 2x4 SP #2 This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. MAX LIVE LOAD DEFLECTION: L/999 L- 0.00" D= 0.00" T- 0.00" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB = 1.15 1-2-7 0-6-6 Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the ceuiposite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Field Connection at Support 1 must be able transfer 27 pounds of horizontal reaction WndLod per ASCE 7-98, C&C, V. 125rrph, H= 15.0 ft, i= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type. Encl L= 58.0 ft W= 0.8 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 5 0.01 4- 3 0 0.00 __ ==___ ===Joint Locations=====_ ... =_===_ 1) 0- 2 1 3) 0- 9- 0 2) 0- 9- 0 4) 0- 2- 1 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 5- 0 28 27 -77 TOP PIN 0- 3-12 65 16 -111 BOT PIN 0- 8- 4 7 0 -1 BOT H-ROLL PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support I III# Support 2 77# 0-9-0 L l 21 0 0-10-14 (. 0-9-0 �j 4 3 65# 7.50" 8# 1.50" so �� EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI. 14995 Over 3 Supports C/L: 0-5-0 (RO-0-1) Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DROVIEDO.FL32766 Design: Matrix Analysis Attach with (1) 10d Toe-Nai)s Attach with (1) 10d Toe -Nails scale = 1.7484 11YHKRIMU: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Eng. Job: Dwg: Dsgnr: TLY Cllk: HEI Truss ID: V Date: 4-22-03 TC Live 16.0 psf DurFae - Lbr: 1.25 Bracing shown on this drawing 1s not erection bracing, wind bracmp portal bmcbig or similar bmcmg TC Dead 7.0 psf DSpacing: urFae - Pit: 1.25 is which s a par of the building design and which must be considered by the building designer. Bracing shown for lateral support of truss members only to reduce buckling length. Probm iomust be BC Live o.o psf O.C.Srl24.0ni t,l g: made to anchor lateral bracing at ends and spect led locations determined by the building destguer. Additional bracing of the overall structure may be required. (See HIB.91 of TPII. BC Dead (U,0 f pis Design Criteria: TPI riluss Plate Institute. TPI, Is looted at 583 D'Onofrio Drive. Madison. Wbcotuin 537191. Code Desc: FLA TOTAL 33.0 psf V:09.05.02- 21731- 2 !OR PATH: C:ITEE•LOK1110MEDIR HCS.' 08.20.02 JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. WO: CHEK3 WE: DESIGN INFORMATION This design is for an Individual building component and has been based on Information provided by the client. The designer disclaims ony responsibility for damages as a result of faulty or Incorrect information, specifications and/or designs furnished to the truss designer by the client and the correctness or accumcy of this information as It may relate to a spe- cific project and accepts no responslbWty or exercises no control with regard to fabrl©- Una. handling, shipment and installation of trusses. This U s has been designed as an individual building component In accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer freglstered architect or professional englneerl. When reviewed for approval by the building designer. the design loadings shown must be checked to be sure that the data shown are In agreement with the local building codes, load climatic records for wind or snow loads. project specifications or special applied loads. Unless shown. truss has not been designed for storage or occupancy loads. The design assumes conrpresslon chords (top or bottom) are continu. ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a properly applied rigid ceiling. they should he braced at a maxbnum spacing of 10'-0' o.c. Connector plates shall be manufactured from 20 gauge hot dipped g lvardwd steel meeting ASIM A 653, Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing is In confonnance with the fabriatoes plans and to retllu a continuing responsibility for such verl- natbn. Any discrepancies are to be put In writing before cutting or fabrication. Plates shall not be installed over knotholes. knots or distorted grain. MemZm shall be cut for tight fitting wood to wood bearing. Con. nector plates shall be located on both faces of the tress with nails fully imbedded and shall be syrn. about the Joint unless otherwise shown. A 5x4 plate is 5' wide x 4' long. A 6x6 plate is 6' wide x fi long. Slots (holes) run parallel to the plate length specified. Double cols on web members shall meet at the centroid of the weirs, unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be Increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with 'Handling InsmWngh Bmcbrg'. IfIB-91. Trussesarc to be handled with particular are during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pas- Ition and for rmisthig lateral forces shall be designed and kutalled by otters. Careful hand- Ung is essential aid erection bracing is always required. Normal preautlonmy action for trusses requires such temporary bracing during Installation between trusses to avoid toppWg and dorninoing. The supervision of erection of trusses shall be under the control of persons expenenced in the installation of trusses. Pmfeaskmal advice shall be sought if needed. Concentration of constrvcthm loads greater than the design loads shall not be applied to trusses at any time. No lads other than the welghl of the erectors shall be applied to truss- until after all fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 WEDGES: 2x4 SP #2 WndLod per ASCE 7-98, C&C, V. 125mph, H- 15.0 ft, I- 1.00, Exp.Cat. B, Rzter 1.0 Bld Type= Encl L= 58.0 ft W= 9.9 ft Truss in INT zone, TCDL- 4.2 psf, BCDL- 6.0 psf Impact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/999 L=-0.01" D= 0.00" T--0.01" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.02" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.02" RMB - 1.00 0-6-2 1 MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. End vertical(s) not designed for exposure to lateral wind pressure. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 588# Support 2 331# PROVIDE HORIZONTAL CONNECTION PER SCHEDULE : Support 1 274# ..TC...FORCE... CSI ..BC ... FORCE ... CSI 1- 2 586 0.45 5- 4 -737 0.40 2- 3 -55 0.34 TI: W QTY:2 c== === ===Joint Locations======___=_= -_ 1) 0 0- 0 3) 9-10-13 5) 0- 0-c0 2) 5- 0-15 4) 9-10-13 ------------ TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+D 0 0- 0- 0 -88 9-10-13 BC Vert L+D 0 0- 0- 0 -38 9-10-13 ---MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 5-11 214 274 -588 BOT PIN 9- 9- 0 417 0 -331 BOT H-ROLL 9-10-13 1 � 2 3 F 4.24 3X8 I I 9-10-13 4 215N 11.31" 417N 2.50" 1�(RL-6-0) �9-10-13ol EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Lmaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNE53A DROVIEDOXI-32766 Design: Marric Attafysis WAKNINIX READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing, wind bracing. portal bracing or similar bracing which is a part of the building design and which must be considered by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Provisions must be node to anchor lateral bracing at ends and specWed locations determined by the building designer. Additional bracing of the overall struclme may be required. (See IIIB-91 of TPI). fl'rusa Plate Institute. M. Is located at 583 D'Onofno Drive. Madison. Wisconsin 53719). JOB PA771: C:I7E£-LOXIHOMEOIR Eng. Job: Dwg: Dsgnr: TLY CU: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 Psf TOTAL 33.0 Dsf scale = 0.4873 Truss ID: W Date: 4-22-03 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA HCS: 08.20.02 DESIGN INFORMATION This design is for an individual building component and has been based on Information provided by the client. The designer dos, lwats any responsibility for damages as a result of faulty or Neared information. specifications cad/or designs furnished to the Inns designer by the client and the comctness or accuracy of this Information as It may relate to a aPe- clllc project and accepts no responsibility or exercises no control with regard to fabdca- tion, handling, shipment and Installation of tames. TTus truss has been designed as an Individual building component in accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are In agreement with the local building codes, local climatic records for wind or snow Inds. Project specifications or special applied bads. Unless shown, ass has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are continu- ously traced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a Properly applied rigid ailing, they should be braced at a maximum spacing of 10`0" o.c. Connector plates shag be manufactured from 20 gauge hot dipped galvartlzed steel meeting ASPM A 653, Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing Is In conformance with the fabricator's plans and to realize a continuing responsibility for such vert- Bcatlon. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be Installed over knotholes, knots or distorted grain. Members shall be cut for tight Biting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nails fully imbedded and shall be sym. about the Joint unless otherwise shown. A 5x4 plate is 5- wide x 4- long. A 6x8 plate is E wide x 8- long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes are minimum sties based on the forces shown and may need to be increased for certain hand - Ling and/or erection stresses. 'Illis truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES Ali bracing and erection recommendations are to be followed in accordance with -Handling Installing A Bracing'. HIB-91. Trusses are to be handled with pankutar mare during banding and bundLLng, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- Ition and for resisting lateral forces shall be designed and Installed by others. Careful hwmd- Iing is essential and erection bracing is always required. Nomad pmmuuonwy action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and domdnoing. The supervision of erection of trusses shall be under the control of persons experienced in the Installation of trusses. Professional advice shall be sought If needed. Concentration of construction bads greater than the design bads shall not be applied Ica trusses at any Ume. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing I, completed. JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 WEDGES: 2x4 SP #2 This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 375# Support 2 430# Support 3 56# MAX LIVE LOAD DEFLECTION: L/999 L=-0.01" D= 0.00" T=-0.01" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.00" RMB - 1.00 2-541 0-6-2 WO: CHEK3 WE: Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Field Connection at Support 1 must be able transfer 52 pounds of horizontal reaction WndE.od per ASCE 7-98, CSC, V= 125mph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt- 1.0 Bld Type- Part L. 58.0 ft W= 4.7 ft Truss in INT zone, TCDL= 4.2 psf, BCDL_ 6.0 psf ..TC...FORCE... CSI ..BC ... FORCE ... CSI 1- 2 -10 0.42 4- 3 1 0.31 3- 0 0 0.08 TI: W 1 QTY:1 _= ==Joint Locationse:= ==_=====a_= 1) 0- 3c=2 3) 4- 6- 9 2) 4- 6- 9 4) 0- 3- 2 ------------ TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+D 0 0- 0- 0 -30 4- 8- 9 BC Vert L+D 0 0- 0- 0 -13 4- 8- 9 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift y-Loc Type 4- 6-13 120 52 -430 TOP PIN 0- 2- 8 28 121 -375 BOT PIN 4- 7- 2 240 0 -56 BOT H-ROLL 4-8-9 I' t 2 4.24 28# 4.95" 1 1-6-2 (R1-6-0) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Maronda Systems 4005 MARONDA WAY SANFORD, Fi.. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICFNSE #0050068 1005 VANNESSA DROVIEDOXI-32766 Design: Morris Atrdlysis 2-2-2 ►N 1 3 1 120N 2.83" 4-8-9 240# 2 00" CANT: 0-0-7 _li Over 3 Supports WAKNIN4: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing. wind bracing, ponal bracing or sinmBar bracing which Is a p n of the building design and which must be considered by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure nay be required. (See HIB-91 of TPI). (Truss Plate Institute, TPI, is located at 583 D'Onofrio Drive, Madison. Wisconsin 53719). JOB PAIN: 17:I7EE-LOKIHO,HEDIR Eng. Job: Dwg: Dsgnr: TLY Chk: TIC Live 16.0 psf TIC Dead 7.0 psf BC Live 0.0 psf BC Dead to.0 psf TOTAL 33.0 osf Connection by others. Attach with (4) 10d Toe -Nails scale = 0.8481 Truss ID: W1 Date: 4-22-03 DurFac - Lbr 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA V:09.05.02- 21744- 3 TICS: 08.20.02 DESIGN INFORMATION This design Is for an individual building component and has been based on information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or tnconect mfonnatbn. specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Information as It may relate to a spe- eillc project and accepts no responsibility or exercises no control with regard to fabrio- tbn, handling, shipment and Installation of trusses. This tnm has been designed as an IndNldual building component In accordance with ANSIrM 1-1995 and NDS-97 to be incorporated as put of the building design by a Building Designer (registered architect or professional eng:rteed. When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are In agreement with the local building codes. local climatic records for wind or now bads. project specifications or special applied loads. Unless shown, trim has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are continu- ousty braced by sheathing unless otherwise specified. Where bottom chords to tension are not fully braced laterally by a properly applied rigid celing, they should be braced at a maximum spacing of 10'-T o.c. Connector plates shrdl be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing Is In confornance with the fabricators plans and to realize a continuing responsibility for such veri- fication. Any discrepancies are to be put In writing before cutting or fabrication. Plates shall not be Installed over knotholes. knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of the wss with nails fully Imbedded and shall be sym. about ttejolnt unless otherwise shown. A 5x4 plate is 5- wide x 4- long. A 6x8 plate is 6- wide x 8- long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be Increased for certain hand- ling and/or erection stresses. This truss Is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/7i'1 1-1995 PRECAUTIONARY NOTES Ali bracing and erection recon— endalfons are to be followed In accordance with -Handling Installing A Bracing'. HIB-91. Tomes are to be handled with particular care during banding and bundling, delivery and Wtallallon to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- Illon and for resisting lateral tortes shall be designed and Installed by others. Careful hand. 11ng is essential and erection bracing is always required. Normal precautionary action for tomes requires such temporary bracing during Installation between trusses to avoid toppling and dominoing. The supervision of erection of trusses shag be under the control of persons experienced in the tnstallation of trusses. Professional advice shall be sought If needed. Concentration of construction loads greater than the design Iwds shall not be applied to tomes at any time. No loads other than the weight of the erectors shall be applied to trusses until after n9 fastening and bracing is completed. JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 D BOT CHORDS: 2x4 SP #2 WEDGES: 2x4 SP #2 This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. PROVIDE HORIZONTAL CONNECTION PER SCHEDULE : Support 1 203# MAX LIVE LOAD DEFLECTION: L/254 at Mid -panel # 1 L=-0.33" D= 0.05" T=-0.28" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.00" RMB - 1.15 CHEK3 WE: Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Field Connection at Support 1 must be able transfer 172 pounds of horizontal reaction WndLod per ASCE 7-98, C&C, V= 125mph, H= 15.0 ft, i= 1.00, Exp.Cat. B, Rzt- 1.0 Bld Type= Encl L= 58.0 ft W- 7.0 ft Truss in INT zone, TCDL- 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -71 1.00 4- 3 0 0.85 TI: Y 9TYA =======--=====Joint Locations=====___===____ 1) 0- 2- 0 3) 7- 0- 0 2) 7- 0- 0 4) 0- 2- 0 ----MAR. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 6-10-12 151 172 -355 TOP PIN 0- 4- 0 280 203 -433 BOT PIN 6-10-12 81 0 -52 BOT H-ROLL PROVIDE UPLIFT CONNECTION PER SCHEDULEm Support 1 433# Support 2 355# Support 3 52# 7-0-0 11 1 2 0-6-6 1 4-0-6 1 I 7-0-0 4 3 281N 8.0011 1511/ 2.50" 7-0-0 82# �.50" I EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports C/L: 10-12 (M—aronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSL• #0050068 1005 VANNESSA 1311.0VIEDOXI-32766 Design: Mardr Analysis 11YF1K1M1NU: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing which is a part of the building design and which most be considered by the building designer. Bracing shown is for lateral support of buss members only to reduce buckling length. Provisions most be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPII. rrm" Plate Institute. TPI. Is located at 583 D'Onofrio Drive. Madison. Wisconsin 53719). JOB PATH: C:ITEF-LOK1110dfEDlR Eng. Job: Dwg: Dsgnr: TLY Chk: TIC Live 16.0 psf TIC Dead 7.0 psf BC Live 0.0 psf BC. Dead 10.0 psf TOTAL 33.0 Dsf Connection designed by others. Attach with (2) 10d Toe -Nails scale = 0.4854 Truss ID: Y Date: 4-22-03 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA HCS: 08.20.02 DESIGN INFORMATION This design is for an indWual budding component and has been based on Information prmWed by the client. The designer disclaims any responsibility for damages as a result of faulty or incorrect bdormation. speeNeatlons and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Information as It may relate to a spe- cllk project and accepts no responsibility or exercises no control with regard to fabrica- tion. handling. shipment and installation of trusses. This truss has been designed as on Individual building component in accordance wlt ANSIrM 1-1995 and NDS-97 to be Incorporated w part of the building design by a Building Designer (registered architect or professional engineer). when reviewed for approval by the building designer• the design Imdlngs shown must be checked to be sure that the data shown are in agreement with the local building codes, local cllmauc records for wind or snow loads, project specifications or special applied loads. Unless shown. truss has not been designed for storage or occupancy loads. The design assumes compression chords hop or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigid ceiling• they should tie braced at n maximum spacing of 10'-O- o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASfM A 653• Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall revlcw this drawing to verify that this drawing is in conformance with the fabricator's plans and to realize a continuing responslbWty for such veri- fication. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be Wtalled Over knotholes, knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on bout faces of the truss with nerds fully imbedded and shall be s)ut. about the joint unless Otherwise shown. A 5x4 plate Is 5' wide x 4- long. A 6x6 pule is 6' wide x 9" long. Slots (toles) run parallel to the plate length specified. Double cuts on well, members shall meet at the centmld of the webs unless otherwise shown. Connector plate sizes are minimum sues based on the forces shown and may need to be incresed for certain hand- ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bmcing and erection recommendations are to be followed In accordance Mill 'Handling InstaWng & Bracing". H113-91. Trusses are to be handled with particular care during banding and bundling, delivery and tnstaLlatbn to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- itron and for resisting lateral forces shall be designed and Installed by others. Careful hand- ling is essential and erectinn bracing is always required. Normal precautionary action for (noses requires such temporary bracing during installation between trusses to avoid toppling and dominobig. The supervision of erection of s tr ses shall be under the control of persons experienced in the Wtnllation of L— es. Professional advice shall be sought if needed. Concentration of construction bads greater than the design loads shall not be applied to trusses al any time. No loads other than the weight of the erectors shall be applied to trusses until after ail fastening and bracing is completed. JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEDGES: 2x4 SP #2 This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. MAX LIVE LOAD DEFLECTION: L/635 at Mid -panel # 1 L--0.10" D- 0.01" T--0.08" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB = 1.15 CHEK3 WE: Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Field Connection at Support 1 must be able transfer 147 pounds of horizontal reaction WndLod per ASCE 7-98, CSC, V- 125mph, H- 15.0 ft, I- 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L. 58.0 ft W. 5.1 ft Truss in INT zone, TCDL- 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req ..TC..,FORCE... CSI ..BC ... FORCE ... CSI 1- 2 -51 0.66 4- 3 0 0.51 CM-6AI _== ====_____-_ ==== �===Joint Locations== 1) 0 2- 0 3) 5- 1- 8 2) 5- 1- 8 4) 0- 2- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 5- 0- 4 110 147 -278 TOP PIN 0- 4- 0 219 191 -399 BOT PIN 5- 0- 4 60 0 -44 BOT H-ROLL PROVIDE UPLIFT CONNECTION PER SCHEDULE, Support 1 399# Support 2 278# Support 3 44# 5-1-8 1 2 6 0 3-1-2 5-1-8 4 3 2191/ 8.00" 110# 2.50" 1-1-9 �je 518 6111 50r1 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports Maronda Systems 4005 MARONDA WAY SANI-ORD, FL. 32771 (407)321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DROVIEDOX1.92766 Duign: Mmrix Analysis WAKMINU: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bmcing, wind bracing, portal bmcaig or similar bracing which is a part of the building design and which must be constricted by tee building designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations detemrined by the building designer. AddlUonal bracing of the overall structure may be required. (Sm HIB-91 of TPI). ❑'runs Plate ImUtutc. TPI• is located at 583 D'Onoftlo Drive. Madison. Wisconsin 53719). JOB PATH: 171TEE-LOKUI0MEOIR Attach with (4) 10d Toe -Nails Attach with (1) 10d Toe -Nails scale = 0.6197 Eng. Job: Dwg: Dsgnr: TLY Clik: WO: CHEK3 Truss ID: Z Date: 4-22-03 TC Live 16.0 psf DurFac - Lbr: 1.25 TC Dead 7.0 psf DurFae - Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf V:09.05.02- 21746- 3 HCS: 08.20.02 DESIGN INFORMATION This design is form Individual building component and has been based on Information provided by the client. The designer disclaims ray responslbWty for damages as a rest of faulty or Incorrect Information, specifications and/or designs furnished to the I-- designer by the client and the correctness or accirraey of tills w mmtlon as It may relate to a spe- cie project and accepts no resporuslblUty or elmm"m no control with regard to fabrica- uon, handling, shipment and Installation of trusses. This hiss has been designed as an Individual building component In accordance with ANSI/TPI 1-1995 and NDS-97 to be incorporated as part of the building design by a Building Designer (registered architect or professional engtneert. When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are In agreement with the local building codes. locaI cams.. records for wind or snow loads, prtdml specifications or special applied bads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (lop or bottom) arc contlnu- orsly braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rlgld milling. they should be braced at a maximum spacing of 19-0` o.c. connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Crude 40. unless -the—tie shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing 10 verify that this drawing Is in conformance with the fabricator's pions and to mall, a continuing responsibility for such veri- fication. Any diserepareles are to be put In writing before cutting or fabrication. Plates stall not be Wta9cd over knolhol-. knots or distorted gain. Members shall be cut for tight filling wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nails fully trnbedded and shall be syrn, about the Joint unless otherwise shown. A 5x4 plate Is 5- wide x 4- long. A 6x8 plate is 6- wide x 8' long. Slots (holes) run parallel to the plate length apeelft d. Double eau on web members shall meet at the centroid of the webs unless otherwise shown. Connector plate sizes are minm imusizes based on m the forshown and may need to be mcreased for certain hand- Iing and/or erection stress— Ibis truss is not to be fabricated wfill fire retardant treated lumber unless otherwise shown. For additional information on Quality Control refer to ANSI/'IPI 1.1995 PRECAUTIONARY NOTES A0 bracing and erection recommendations are to be followed In accordance with*Handling InstnWng & Bracing', HIB-91. Trussesare to be handled with particular care during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pm - Won and for restating lateral forces shau be designed and installed by -then. Careful hand - Ling is essential and erection bracing is always required. Normal precautionary action for misses requires such temporary bracing during installation between trusses to avoid toppling and dominomg. The supervision of erection of trusses shall be under the control of persons wgmrlenced in the installation of tresses. Professional advice shall he sought If needed. Concentration of construction loads greater than the design loads shall not he applied to trusses at any line. No loads other than the n weight of the ereclo'shau be applied to trusses until after ail fastening and bracing is completed. JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEDGES: 2x4 SP #2 This truss is designed to bear on multiple supports. Interior bearing locations should be Marked on truss. Shim or wedge if necessary to achieve full bearing. MAX LIVE LOAD DEFLECTION: L/999 L--0.01" D= 0.00" T=-0.01" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T_ 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.00" RMB = 1.15 WO: CHEK3 WE: Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Field Connection at Support 1 must be able transfer 91 pounds of horizontal reaction WndLod per ASCE 7-98, CSC, V- 125irph, H. 15.0 ft, I= 1.00, Exp.Cat. B, Kzt- 1.0 Bld Type- Encl L= 58.0 ft W= 3.1 ft Truss in INT zone, TCDL= 4.2 psf, BCDL_ 6.0 psf Impact Resistant Covering and/or Glazing Req TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 31 0.25 4- 3 0 0.19 TI: Z 1 9TY:4 ===Joint Locations==_==______ ___ 1)==0- =2- 0 3) 3- 1- 8 2) 3- 1- 8 4) 0- 2- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 3- 0- 4 67 91 -176 TOP PIN 0- 4- 0 154 118 -287 BOT PIN 3- 0- 4 36 0 -27 BOT H-ROLL PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 287# Support 2 176# Support 3 27# 3-1-8 1 2 6.00 2-1-2 3-1-8 F / 4 3 L I37 154# 8.00" # 2.50" 1-1-9 ll 3-1-8 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports Lmaro ' nda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407)321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 Was VANNESSA DROIAEDOXI-32766 Design: Marrfx Analysis WAKNINU: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bmcing shown on this drawing is not ermUon bracing, wind bracing, portal bracing or similar bracing which is a part of the building design and which must be constricted by the building designer. Bracing shown is for lateral support of tnus members only to reduce buckling length. Provisions must be Trade to anchor lateral bracing at ends and specified locations determined by tire building designer. Additional bracing of the overall structure may be required. (See HIB-91 of TM). rrnuss Plate Institute, TPi, is located at 583 D'Onofrio Drive, Madison. Wisconsin 53719). JOB PATH: C:ITEE-LOKIHOAfEDIR Attach with (3) 10d Toe -Nails Attach with (1) 10d Toe-NaiLs scale = 0.8792 Eng. Job: Dwg: Dsgnr: TLY Chk: ;CHFU- Truss ID: Z1 Date: 4-22-03 TC Live 16.0 psf DurFac - Lbr. 1.25 TC Dead 7.0 psf DurFac - Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psr Design Criteria: TPI Code Desc: FLAV:09.05.02- TOTAL 33.0 psi 21747- 3 HCS: 08.20.02 DESIGN INFORMATION This design is for an individual building component and has been based on infornatlon provided by the client. The designer dsclalms any rnponsibihty for damages as a result of faulty or Incorrect Information, specifications and/or design fumshed to the truss designer by the client and the correctness or accuracy of this information as it may relate to a spe- ciflc project and accepts no responsibility or exercises no control wnh regard to fabrica- tion. handling, shipment and installation of susses. This truss has been designed as an individual building component in accordance wlth ANSI/TPI 1.1995 and NDS-97 to be incorporated as part of the building design by a Building Designer (registered architect or professional englnecrl. When reviewed for approval by the building dnlgner. the design loadings shown must be checked to be sure that the data shown are in agreement with the local building codes. local climatic records for wind or snow bads. project specifications or special applied loads. Unless shown. truss has not been designed for storage or occupancy loads. The design assumes cormpresslon chords (top or bottond arc conitnu- omly braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigid cc". they should be braced at a maxbnum spacing of 10'-0" o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shag review this drawl" to verify that this drawing is in conformance with the fabnnmr's plans and to realize a continuing resporslbdlty for such veri- fication. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be installed over knotholes. knots or distorted grain. Members shall be cut for light filling wood to wood bearing. Con- nector plates shall be locoed on both faces of the tress with nabs fully imbedded and shall be sym. about the jolnt unless otherwise shown. A 5.4 piste is 5' wide x 4' long. A 6X8 plate b 6' wide x 8- long. Slots (holm) run parallel to the plate length specified. Double cuts on web members shall meet at the cenlrold of the webs unless otherwise shown. Connector plate sizes ere minimum sizes hued on tire forces shown and may need to be increased for certain hand- Wng and/or erection stresses. This thus Is not to be fabricated with fire reUrdant treated lumber unless otherwise shown. For additional information on Quality Control refer to ANSI/TPI 1.1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with 'Handling Installing A Bmctng'. 111E-91. Trusses are to be handled with particular care during banding and bundling. delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- ition and for resisting lateral forces shall be designed and tnstalled by others. Careful hand. ling is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during Installallon between trusses to avold toppling and dominoing. The supervision of erection of trusses shall be under the control of persons experienced in the installation of trusses. Professional advice stall be sought If needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing Is complctcd. JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEDGES: 2x4 SP #2 This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. MAX LIVE LOAD DEFLECTION: L/999 L= 0.00" D= 0.00" T- 0.00" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T. 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB = 1.15 WO: CHEK3 WE: Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Field Connection at Support 1 must be able transfer 31 pounds of horizontal reaction WndLod per ASCE 7-98, C&C, V. 125mph, H. 15.0 ft, I= 1.00, Hxp.Cat. B, Rzt. 1.0 Bld Type- Encl L= 58.0 ft We: 1.1 ft Truss in INT zone, TCDL. 4.2 psf, BCDL. 6.0 psf Impact Resistant Covering and/or Glazing Req ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 10 0.03 4- 3 0 0.02 TI: Z2 QTY:4 == ___ ==Joint Locations==.==.e:==.. cna 1) 0-a2.c0 3) 1- 1- 8 2) 1- 1- 8 4) 0- 2- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 1- 0- 4 24 31 -65 TOP PIN 0- 4- 0 88 39 -165 BOT PIN 1- 0- 4 12 0 -7 BOT H-ROLL PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 165# Support 2 65# Support 3 7# 1-1-8 1 2 6.00 _ 1-1-8 L 4 3 89# 8.00" 25# 2.50" 10 1-1-9-1- D 1-1 8 12. -1-� o5�rr I �1 CIL /L: 1- -4 io EXCEPT AS S11OWN PLATES ARE TL20 GA TESTED PER ANSUTPI 1-1995 Over 3 Supports Lmaronda Systems 4005 MARONDA WAY SANFORD. FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DR.OVIFDO.FL32766 ruAKMInv: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing s not erection bracing. wind bracing, portal bracing or similar bracing which is a par of the building design and which must be cotuidered by the building designer. Bracing shown Is for lateral support of lnus members only to reduce buckling length. Provisions must be made determined wnchor lateral bracing at ends and specified locations detedned by the building deatgrer. Additional bracing of the overall structure may be required. (See HIB-91 of TPII. rrruss Plate Institute. TPI, is located at 583 D'Onordo Drive. Madison. Wscursin 53719). Attach with (1) 10d Toe -Nails Attach with (1) lid Toe -Nails Eng. Job: Dwg: Dsgur: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 scale = 1.5123 Truss ID: Z2 Date: 4-22-03 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA Design: Almdr Anal.ris JOB PATH: C:17EE-LOKIHOMEDIB 11 CS: 08.20.02 DESIGN INFORMATION This design is for an Individual building component and has been based on Information provided by the client. The deslper dbelalms any responsibility for damages as a result of faulty or Incorrect information. specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this tnfonnatton as it may relate to a spe- cllic project and accepts no responsibility or exercises no control with regard to fabrics. lion. IandWng, shipment and installation of trusses. Thb truss has been designed as an Individual budding component in accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as part of the budding design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the budding designer. the design loadings shown must be checked to be sure that the data shown are In agrccnent with the local building codes. local climatic records for wind or snow loads. project speclf eltbns or special applied loads. Unless shown, truss has not been designed for storage or occupancy Inm loads. The design assues compression chords (top or halt=) are continu. ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rlgld ceding, they should be braced at a naxlmum spacing of 10'-0- o.c. Connector plates shad be manufactured tram 20 gauge hot dipped gahanlred steel meetlrng ASIM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shad review this drawing to verify that this druwing is In conformuee with the fabricatofs plans and to realize a continuing responsibility for such veri- ocatlon. Any diserepanetes are to be put in writing before cutting or fabrication. Plates shad not be Installed over knotholes. knots or distorted grain. Members shad be cut for tight fltting wood to wood bearing. Can. nectar plates shad be located on both faces of the truss with nails fully imbedded and shad be sym. about the joint unless otherwise shown. A 5x4 plate Is 5- wide x 4- long. A flab plate is 6 wide x 8- long. Slob (holes) run parallel to the plate length specified. Double cuts on web members shad meet at the centrold of the welas unless otherwise shown. Connector plate alms are minimum sizes based on the forts shown and may need to be increased for certain hand- ling and/or erection stress. This truss is not to be fabricated with are retardant treated [umber unless otherwise shown. For additional information on Quality Control refer to ANSI/M 1-1995 PRECAUTIONARY NOTES Ad bracing and erection recommendations are to be followed in accordance with 9la aping Installing & Bracing. HIB-91. Trusses are to be handled with particular cue during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos. Ilion and for resisting lateral forces shad be designed and Installed by others. Careful hand- ling Is essential and erection bracing is always required. Norval precautionary action for trusses requires such temporary bracing during Installation between atlases to avoid toppling and dombuoing. The supewislon of erection of trusses shad be under the control of persons experienced in the installation of trusses. Professional advice shall be sought if needed. Concentration of construction loads greater than the design loads shad not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to truss, until after all fastening and bracing is completed. JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEDGES: 2x4 SP #2 This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. MAX LIVE LOAD DEFLECTION: L/999 L--0.02" D. 0.00" T=-0.01" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB - 1.15 2-5-15 0-6-6 WO: CHEK3 WE: Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Field Connection at Support 1 must be able transfer 99 pounds of horizontal reaction WndLod per ASCE 7-98, C&C, V- 125mph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type- Part L- 58.0 ft We, 3.3 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf ..TC... FORCE...CSI ..BC ... FORCE ... CSI 1- 2 -33 0.30 4- 3 -1 0.24 TI: Z3 QTY:3 = _=_ ===Joint Locations======_____ = =c: = 1) 0 2- 1 3) 3- 4- 0 2) 3- 4- 0 4) 0- 2- 1 --MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 3- 2-12 71 99 -190 TOP PIN 0- 1-12 160 127 -330 BOT PIN 3- 2-12 63 0 -55 BOT H-ROLL PROVIDE UPLIFT CONNECTION PER SCHEDULE, Support 1 330# Support 2 190# Support 3 55# 3-4-0 1 2 2-2-6 3-4-0 4 3 161# 3.50" 72# 2.50" L i1-1-9 0_ 3-4-0 63// 2 50" (R1-1-7) ' C/L: 3 2-12 EXCEPT AS SIIOWN PLATES ARE TL20 GA TESTED PER ANSl/TPI 1-1995 Over 3 Supports CMaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNE53A DROVIEDOXI-32788 Design: Mardr Analysis WAKIVfINU: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing which Is a part of the building design and which must be considered by the budding designer. Bracing shown is for lateral support of truss members only to reduce bucking length Provisions must be made to anchor lateral bracing at ends and specified locations detemAned by the budding designer. Additional bracing of the overall structure may be required. IS" HID-91 of TPI). rrmw Plate Institute. TPI. Is located at 583 D'Onofdo Drive, Madison. Wisconsin 53719). JOB PATH: C.ITEE-LDX1110MEOIR Eng. Job: Dwg: Dsgnr: TLY Chk: TIC Live 16.0 psf TIC Dead 7.0 psf BC Live 0.0 psr BC Dead 1.0.0 psf TOTAL 33.0 Attach with (3) 10d Toe -Nails Attach with (1) 10d Toe -Nails scale = 0.8424 Truss ID: Z3 Date: 4-22-03 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA HCS: 08.20.02 DESIGN INFORMATION This design is for an individual building component and has been based on Information provided by the client. The designer disctabos any responsibility for damages as a result of faulty or Incorrect tnfomaUon. specifications and/or designs furnished to the truss destgner by the client and the correctness or accuracy of this Information as it may retale to a spe- clfk project and accepts no resporu9afllty or uerdises no control with regard to fabnra. lion, handling. shipment and installation of trusses. Tlds truss has teen d-tgned as an IndMdual building component in accordance with ANSI/7P1 1.1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are In agreement with the loml building cod", local elbnaUc records for wind or snow loads. project speef e"Uons or special applied loads. Unless shown. truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) we continu- ri sly braced try sheaUUng unless otherwise specfW ied. here bottom chords in tension are not fully braced laterally by a properly applied rigid ceWng. they should be braced at a maximum spacing of 10'-(- o.c. Connector plat" shall be manufactured from 20 gauge hot dipped gahanized steel meeting ASfM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this dmwtng to verify dint this drawing is In conformance with the fabricators pins and to realize a continuing r"pom1bWty for such veri- fication. Any discrepancles are to be put 1n writing before cutting or fabrication. Plates shall not be installed over knotholes. knots or distorted grain. Members shall be cut for tight filling wood to wood beartng. Con. nector plates shall be located on both faces of the taus with naib fully imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate Is 5• wide x 4- long. A 6x8 plate is 6- wide x 8' long. Slots (holes) run parallel to the plate length specified. Double cuts on web mcmben shall meet at the eentmid of the webs unless otherwise shown. Connector plate stz" are muWnum slims based on the farces shown and may need to be increased for certain hand- ling and/or erection stress". This Wss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional information on Quality Control refer to ANSli171 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with 'Handling Installing A Bracing. HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and installation to avoid damage. Temporary and permanent blaring for holding trusses In a straight and plumb pos- Itfon and for resisting lateral forces shall be designed and Installed by other. Careful hand- Ung is essential and erection bracing is always required. Normal pmeautionary action for truces requires such temporary bracing during hista8ation between trusses to avoid toppling and dominoing. The supervision of erection of it-- shall be under the control of persons experienced in the Installation of trusses. Professional advtm shall be sought If needed. Concentration of conslruclfon loads greater than the design loads shall not be applied to trusses at any time. No Inds other than the weight of the ereclora shall be applied to trusses until after all fastening and bracing is completed. JB. CHESAPEAKE K 3 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEDGES: 2x4 SP #2 This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. MAX LIVE LOAD DEFLECTION: L/999 L- 0.00" D= 0.00" T. 0.00" MAX HORIZONTAL TOTAL LOAD DEFLECTION. T- 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.00" RMB = 1.15 WO: CHEK3 WE: Analysis based on Sinplified Analog Model. MULTIPLE LOADS -- This design is the coug>osite result of multiple loads. A11 COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Field Connection at Support 1 must be able transfer 32 pounds of horizontal reaction WndLod per ASCE 7-98, CaC, V. 125mph, H= 15.0 ft, I- 1.00, mtp.Cat. B, Kzt- 1.0 Bld Type= Part L= 58.0 ft W. 1.1 ft Truss in 32U zone, TCDL- 4.2 psf, BCDL= 6.0 psf TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 10 0.03 4- 3 0 0.02 TI: Z4 QTY:2 =_ ====Joint Locations=====_=_=_---_= 1) 0- 2- 0 3) 1- 1- 8 2) 1- 1- 8 4) 0- 2- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 1- 0- 4 24 32 -66 TOP PIN 0- 1-12 88 39 -175 BOT PIN 1- 0- 4 21 0 -16 BOT H-ROLL PROVIDE UPLIFT CONNECTION PER SCHEDULE. Support 1 175# Support 2 66# Support 3 16# 1-1-8 1 2 Q 1-1-8 4 3 89# 3.50" 25H 2.50" 1-1-9 21# 2.V" °IO EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TP1 14995 Over 3 Supports C/L: 1- -4 (Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNFSSA DR.OVIEDOXI-32766 Design: Af6(rix Analysis TVAKi41r4 t: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing. wind bracing, portal bracing or stmflar bracing which is a part of the building design and which must be considered by the building designer. Bracing shown is for lateral support of truss member only to reduce buckling length. Provisions nmsl be made to anchor lateral bmdng at ends and specified locations determined by the building designer. Additional bracing of the r erall structure may be required. (See HIB-91 of TPB. (buss Plate ImUtute. TPI, is located at 583 D'Onofrio Drive. Madison. Wisconsin 53719). JOB PATH: 17:17FE-LOKIHOMEOIR Attach with (1) 10d Toe -Nails Attach with (1) 10d Toe -Nails scale = 1.5123 Eng. Job: Dwg: Dsgnr: TLY Chk: W - Truss ID: Z4 Date: 4-22-03 TC Live 16.0 psf DurFac - Lbr: 1.25 TC Dead 7.0 psf DurFac - Pit: 1.25 BC Live o.o psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psi V-09.05.0 - 21750- 3 HCS: 08.20.0E Master File #7 Central Florida B.O.A.F Exterior Window and Door Master Filing Checklist I. Sufficiency Review Manufacturer Name: Nora ndex/Revn o Ids Distribution Model Number(s): 1 "x4" and 1 "x3" Aluminum Mullions Contact Name & Number: Christopher M Fuertsch — (407) 667-9390 Please ensure the following are contained in your submittal: X Two (2) signed and sealed engineered installation details. One (1) signed and sealed test report. One (1) signed and sealed engineered calculations for alternate fastening method, if applicable. II. Governmental Product Approval: Agency Initials/Date Agency `Initials /Date Brevard, County of Melbourne, City of Cape Canaveral Mt. Dora, City of Cocoa Beach, City of Orange, County of ACP 3/15/02 Eustis, City of Port Orange, City of Indialantic, City of Rockledge, City of Indian Harbour, City of Satellite Beach,. City of Lake, County of SN 3/26/02 Seminole, County of Lake Mary, City of RJ 4/05/02 Tavares, City of Leesburg, City of SS 3/26/02 Titusville, City of Maitland, City of West Melbourne, City of Malabar, City of Winter Park, City of LP 3/26/02 Melboume Beach, City of PLANS I:�VIEWED Scan Date 4-4-02 • CITY OF SANFORD - Created on 02/04/02 Page 1 of 2 NORANDE}; PAGE 29 CAULK TOP .OF MULL #10 -X 3/4" TEK SCREW - JAM WINDOW 1X3 MULLION (XFLA-26-1) Ix4 MULLION (XFLA-39) WINDOW JAMB #10 x 3/4" TEX SCREW CAULK BOTTC OF MULL PRECASTED SILL 3r:G CHART FOR FASTENERS FLA-- 45 MULLION ANCHOR CLIP 16 GA GALV SHEET METAL 800 LB. MAX CAPACITY 1x3 MULLION XFLA-26-1) Ix4 MULLION RFLA—'26 3/4"MAX. SEE CHART FOR VERTICAL MULLION SCHEDULE WINDOW UNIT :' TYPE OF MULLION TYPE OF CLIP WINDOW RESIGN PRESSURE WIDTH HEIGHT NUMBER AND INCH INCH 35 PSF FU-45 TYPE OF FASTENERS 26" 1.0 x 3.0 --- --- 1_0 x 3.0. OK --- __ 4 _3 160 x 2 TAPCONS 19-1/8" 50_ 5 8�. _ Z_ --- --- x 3.0 --- OK---- 4 �— _ _1-1 3J160 x 1—J2 TAPCONS _ '— -)T 63" ---1_0 1.O x 3.0--- OK --- _ 4 i' x 1:: a------ -T $ 1—J2 TAI'CONS 1.0 x 3.0--- --- OK---- 4 _3J60 —x 1_ J2 T_A_PC_0_N_S __ _1_0 x 3— OK OK__ 4 3 160 x 1-1 2" TAPCONS 38_ / 50-5 8�` 1.0 x 3.0--- —--__OK_-- --- -- 4 4 3 160 x 1-1 2 TAPCONS `318as x 11J2 TAPCONS _ 63" .. 1.0 x 3.0--- --- --- 4 3J6�_x :: TAPCONS --- 1.0 xV3.0 ____K___ 4 _3J8as 26"1_0 x 3.0 OK 4 , _T_APCONS 3 160„ x 1-1 2'� TAPCONS 37" 50_-5Z8� _0_K --- ---- 4 _ 4 3 160 x 1-1 2 TAPCONS x 1—J2 TAPCONS 63' — _x_3_---- 1.0 '3.0--- OK --- ---- _3J61e 4 3J 6�s�' x 1— J2'� TANG 76-3 4- x ---1 0 x 4.0 -- --- OK--- 4 _3j80 o---- x 1-1 2 TAPC_ONS 26.. 1_0 x 3.0 OK 4 1 4d''— — x i-1 2�' TAPCONS j _' --= I.0 x_3.0 ___OK--_ 4 _3 18_0 _x1-1 53-1/8"50_5Z8�' - 1.0 x 3:0--- —_-- pg__-- 4 --T _2 _T_A_PCONS 3 160" x l-1 2= TAPCONS ---- — 83' 76=3 4 _— ----------- —__1_0 c 3.0 OK --�K--- 2�_j_ 2 1 40 —"------- _x_1_-1 T_A_P_C_ON_S_ 1j2 40rx_1_-1 2" TAPCONS x 1-1 0 TA1'CONS M ACTURER NAME: rVoRA�.tL�-X MASTER FM # 'i D vD vD FASTENERS - NOTES: o 1) ALL ALUMINUM EXTRUSIONS' ARE OR 6083 T5. ALLAY 8083 T6, y b IS ONE TAPC CHARCFS A 'PA �N. P.E. 2) OWN EACH ANNGLE LEC. THE TAP CON SHAIyL�E•� o Z 2 FL DATE:E3/21/020121 3) CONCRETE COMPRESSM STRE-PLACED ON MULLFON CUP NTEH - 3.000 PSI \ k k AT 28 DAYS. e It r j IvvKANllLX PAGE 30 1) ALL ALUMINUM EXTRUSIONS ARE OR 6083 T5. ALIDY 8063 T8, 2) WHEN THERE IS ONE TAPCON ((1/40' X 1-1//2`) ON EACH ANGLE LEG, TILE TAPCON SHALL BE PLACED ON MULIJON CLIP CENTERLINE. 3).CONCRETE COMPRESSIVE STRENGTH - 3,000 pSI AT 28 DAYS. CHARLES A. PAG ' REG. ENG. . �91211 AATL 3/21/03 CENITAL FLORIDA B.O.A.F. MANUFACTURER .NAME: _ NoAQ , MASTER FILE #10 x 3/4" TEK SCREW DW SILL SH HEAD SINGLEUNIT HORIZONTAL MULLION SCHEDULE .TYPE .OF :MULIdON WINDOW WINDOW. DESIGN PRESSURE TYPE OF CLIP WIDTFI. HEIGHT.. NUMBER AND INCH INCH 35 PSF FLA_45 TYPE OF FASTENERS 26° 1`0 x 3;0 --- OK -__ __ 4 3 160 x I 2 TAPCONS _-_-- 0' x 3-0'-- `-- OK--- 4 3J160-"_x 1— J2" TAPCONS 6-3 4 726"—:.g3:0 0 K OK-- JTAPCO. OK �4 —J224- T—A—P_--x3: CONSS 38=1j4" 1:0 x 30 '_-1-O.x OK 4 3 160 x 1-1 2" TAPCONS 3 160 26-1/2" 5U�5` 8�' 3:0--- —`----_----- --- OR---- 4 _x 1-1 2 _TAPCONS —3 180 x 1--1 2 TAPCONS _ j" 63" 1_0 x_3:0__-- --- OK---- 4 _-T_ —3J6d�_x_ 1-2" TAPCONS 76-3 4-° _ __ — — 1.0 x 3:0 --- _ --- OK 4 3J60� x_1—J2Y TAPCONS �__ _ 26" __ 1.0 x 3:0 —1.0 4 3 160 x 1-1 2'� TAPCONS 38_1j4� 37" 5— x 3.0 3- ----'---__-- ---OK---- --__O_K-- 4 4 3 16_0 '$ 1 2 TAPCONS 160 xTAPCONS J-----T _63" — --- 1_0 3.0 --- OK-- 4 _3 _3 160 x 1—V TAPCONS 76-3 4� _x --- --- 1.0 x. 3.0 OK• ___ --- _ 4 n------ —3J6t�„ x.l—J2 T APCONS 26" 38-1 4~' 1_0 x 3r0_ —'— -- OK OK 4 4 3 16fP s �— 4— —1 2 TAPCONS 3 16� 63-1 8" T / 5_0_5Z6 1.0 x 3:0 --- —_ - —__ ___ OK ---�K-- 4 x 1-1 2 TAPCONS �— 3%160 x_TA_PC_ONS _63" _3_:_0_ 1.0 .x_•3:.0 -- --- ---=�2 -1140_ x_1_-.1 2----ONS 76-3.4�' `--I.O x gin'-- ---OIC_--- 2_1140' x 1-1 2" TAI'CONS lx3 MULLION (XFLA-26-1) lx4 MULLION ()n- A-39) OK 2 1 ZA P r x 1-1 2-' TAPCOIJS (XFLA-26-1) 1x3 MULLION (MA-39) Sx4- MULLION #10 x 3/4" SF.F rWAnm --- �TEK SCREW tvr IM111116 shill 1 immoll SH HEAD U �Z�� > NPGAE D 4- n�ACTURER NAM.. (2) 110 x 1-3/4` PH-SMS 1N70 2 x C OR 3/16"g, x 2-3/4" TAPCON THRU 1 BY BUCK (SHOWN) WITH A 1-1/4" MIN. EMBEDMENT INTO MASONRY. SEE ELEVATION FOR ANCHOR SPACING. (2) #10 x 1-3/4• PH-SMS INTO.2 x BUCK SEE ELEVATION FOR ANCHOR SPACING. (2) ¢1O x 1 3/4• PH-SMS mm 2 By BUCK WrrH 1-1/2" MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING. I- F_WOOD BUCK STEEL REW. ALL 0• PANELS & 60.0 D.P... 147.97s• BO• .,, au 6 48 49 16 g I52.760' 57.5 67.5 24 llLe7a• So • 57.5 g 76.5• fi7.6 fi7.a IB ms 90 5117 g6.7 g awes (e.a) as a ee.e tp e eor 147,875• 06" la as 0 E.2 fi 10 99.5- (4) is 45 4 10 {a 16 10 15Z76e' { u876• 08•!O (e) to to7fi.5' aa{ 4 :fi4. 16to lee•oa at.a a eo tofi !0 IN PAR.E)rr,—. p,lp i TI L! mm—.Y=4 PANEL SQL RI FEET. ASnEgOiWOD HW) J TYP. JAMB. SE( OR MUDD TRACK AS REQUIRED 1 BY 2 BY (2) 3/16`0 x 2-1/4' TAPCON OR MIAMI DADE APPROVED CONC. FASTENER SEE ELEVATION FOR ANCHOR SPACING. NOTES: 1) SHIM AS REQUIRED, MAIL SHIM STACK 1/4`. 2) ALL ALUMINUM EXTRUSIONS ARE ALLOy 6063-Tb• OR T6 WITH TYPICAL' WAIN. THICKNESS OF • 0.62• . 3 USE HIGH QUALPPY -CAULI( BEHIND' WRNppy► (FLANGE 4 GLASS THICKNESS BASED -OR TADLE PA300 GLASS CHARTS, AND MAY VARY DEPENDING ON S)ZE.. THE 5) PRODUCT$ ,S®RITY FOR SELECTION OF NORANDEX MEET ANY APPLICABLE'LDCAL., LAWS BUILDING CODES, ORDINANCES OR OTHER SAFETY KCTI�N BUUILDDNG OWNERR OR SOLELY CONTRACTOR, WITH THE ARCHITECT, 7) CONCRETE COMPRESSIVE STRENGTH - 3,000 PSI AT 28 DAYS. • �curcna0 SWING GLASS CUSS DooR ' 0 I2 ATfY6 E OHS ANALYSES CNART DESIGN LOAD CAPACrfY-PSF No. or ANCHORS Na of ANCHORS Q N ti ~ Q 1� NHCHES NEGATIVE V86_7� READ a sll FRAME 1Aue Gtj ap 8 A �4) 16.7 86.4 68.7 60.4 24 16 6 O 08.7 ° •2, O (3) 77.a 88.7 ea8 Y4 ig 6 fi V 647 8a6 18 g N �1 847 748 RO e � A�O� 00 °° to E 08' :4) °O 80 ¢4 10 la rram^^ vJ so gp 19 la .� •� De' •6a9 eaa e47 71.8 24 10 rram• KI °) 66.7 7a8 10 IB 10 IO a le- L IS) 65.8 aa0 e47 Bat 20 Ip 10 p .y 0 Wes• (2) 3/IB 0 x 2-3/4` TAPCON OR MIAANI q rs 6 o b � W a' i R DADE APPROVED CONC, o q e a ALLSO PANELS FASTENERS. SEE ELEVATION FOR o 4 - & 60.0 D.P. A e ANCHOR SPACING_ t a o , P..-. zoo h 0 ry 9"i °odo y!>Rb cv Il; ZV3 �V 1/4• SHIM = MAX nr U ep �m an0 a »e En Eq C Z El nPANEL x X X X X NY:)PANEL PANEL PANEL PANEL r a F �- o- ��{ ! k (2BY2) YYPKAI nsvum (4BY2)1 3 m&4 asrumw o y o o c NORANDEI PAGE 23 (2). #10 x 1-3/4' PH-SMS INTO 2 BY BUCK OR 3/16"0 a 2-3e4" TAPCON THRU I BY BUCK, (SHOWN) WITH A 1-1/4 MIN. EMBEDMENT INTO MASONRY. SEE ELEVATION FOR ANCHOR SPACING. (2) #10 x 1-3/4' FH-SMS INTO 2 x BUCK SEE ELEVATION FOR ANCHOR SPACING. 2 BY WOOD BUCK (2) 010 x 13/4' PH -SUS INTO 2 BY BUCK WITH 1-t/2' INN. EMBEDMENT. SEE ELEVATION FOR ANCHOR SPACING. r-2 x Vnnn wrrry 3/16" TEMPERED GLASS PANEL ,SIZE INCHES DESIGN LOAD CAPACITY-PSF N0. OF ANCHOR SCREWS IN FRAME HEAD AND SILL, JAMB WIDTH/HEIGHT EXTERNAL INTERNAL 30 �16" x 591/2 " XX � }m ALL 36 %16 g 591/2 " 53.3 55.8 ' 10 16 18 6 30:e x,791/2" 49.8 49.8 12 18 22 6 36 /Is x 791/2" 49.7 40.7 10 18 20 . 8 .. 45 45 12• ig 22 e SERIES 500 ALUMINUM SENDING TEGLASS DOOR. FASNER CHART LL OPERABLE PANELS CFK�' rx.l1R�A 1<i.o.1�.F. ��((,((I�M�� (2) 3/16'0 x 2-3/4' TAPCON OR MLAMI WIDTH "'-"AG'j' { NA1l� j 1 x WOOD BUCK DADE APPROVED CONC. FASTENERS. - W.SEE IfdAr�R Tyr ' ELEVATION FOR ANCHOR SPACING. SHiM AS RE UDRED TYP. HORIZI WOOD SHIM gSHOWNI OR MUDD TRACK AA3$ REQUIRED 1 BY (2) 9/1670 x 2-1/4" TAPCON OR MIAMI SEE ELEVATION APPROVEDDE A� TIONFOR ANCHOR"SPACING. GE r NOTES; 1) SHIM AS REQUIRED; MAX SHIM STACK 1/4'. 2) ALL ALUMINUM EXTRUSIONS ARE ALLOY 6063-T5 OR T6 WITH TYPICAL WALL THICKNESS OF .0.62' , 3) USE HIGH .QUALITY CAULK BEHIND WINDOW FLANG& 4) GLASS 'THICKNESS BASED ON•TABLE E1300"GLASS CHARTS; AND'MAY VARY DEPENDING ON.SIZ& 6) THE RESPONSIBILITY FOR SELECTION .OF.' NORANDEX § PRODUCTS TO' MEET ANY APPLICABLE WCAL.1AWS. BUR.DING CODES. -'ORDINANCES OR -'OTHER' SAFETY' 1ON REQUIREMENIS'REST'SOLELY WITH THE.ARCIHTECT, BUILDING OWNER 'UR CONTRACTOR:. 8) CONCRETE COMPRESSIVE STRENGTH - 3;000 psi AT 28 DAYS. (21JY2)neec_ ui u,o■ 1/4' SHIM ---If-- MAX (4BY2) MWAL sur/nox 111 4 1 1�ORANDEX PAGE 22 10 X 1-3/4" P.H. S.M.S 10 X 1-3/4" P.H. S.-M.S: /1-1/2' MIN. EMBEDMENT W/1-1/2" MIN. EMBEDMENT NOTES: SEE ELEVATION FOR SEE ELEVATION FOR 1) :SHIM AS REQUIRED. MAX SHIM STACK 1/4". DIMENSIONS WINDOW FASTENER.SCHEDULE ANCHOR SPACDIG. .ANCHOR SPACING. 2) Ali. ALUMINUM; .EXTRUSIONS ARE OR:'l8: 94I1H: TYPICAL• WA Ai1OY 8083-T5 0. ANCHORS N0. ANCHORS w 3) USE ;EUGH.;QUAliff-CAW IBEHHIND WINDOWF0.62" IN DTHHS II cT ' HEAD/slLl JAMB 0 4 GLASS: 7HInKQSS-.BASED ON TABLE E1300 GLASS SEL NOTE 8 A CHARTS; AND`:;�{AY"'VARY DEPENDING ON SIZE 46 60 � q 1101191E PSF PSF PSF PSF PSF PSF �ir5) THE: $ESPO4SI IITN NOR SELECTION OF NORANDEX 18-�8` 2 2 2• 2 z PRODUC15:.fiO: MEE1.,AN. (iES OA OTHER A 3Ty BSAFF' �2 25" 2 2 '� 2 2 A BUI1 UI1IG..COil4; :01tDINAN(SES .OR O o REQUIItE2�iEN7g:` &T.-SOLEjY. WITH THE ARCHITECT. _3 3• 2" 2 2 u1 BLMM NG DOWNER: pR"CONTRACTOR. 52-1 B" � •c, 8) HEAD `• NOTE ` D :SUjTE$ T' EEIUAL FASTENERS AT 18_�8" 2 2 2• 2 2 2 p HEAD' J1ND :SIII;;AI#E':REQU ED. _ _ 0) � a EL6 37-1/4 2 2 2• 2 3 3 0 38 _3 3• 3 3 2 8" 3 4' 'f CO 94 3 3 Q 18_0. 2 2 2• 3 3 3 � rn ALT. FIN ATTACHMENT 98=1 2" 49-5/8 ? z 2• 3 3 3 ® UNDERo-- _ 2 9 3• 3 s a '� ki SHEATHING CENTRAL r-WR DA R.O..LF. MA AL'I'URER NAMR: oR4Zfr - — MASTER FILE # 3 U10 X 1-3/4" PIL S.M.S. W/1'-1/2" 1UN. EMBEDMENT SEE'. ELEVATION FOR ANCHOR SPACING. jrsX MAX (TOP AND BOTTOM) 82" 2 _2 2 2 ?• 2• 3 3 4 4 4 4 2 9 3 3• 4• S- � 4 4 4' o i. Z F qN '�.Ayb -3/4" _2 2_____ 2• 3 3 4 5 6 m 4 • 3 4• '3- 4 5 614 t. v,. mnr �mie _ N "a9A � ".a o.a gouEig I I LD C HEADER AND SILL SECTION /1-1/21 MIN. . EMBEDMENTFF CHARLES', A, _ r : �? g WOOD FRAME SEE_ELEVATION FOR FL REG.`. ENC:. 49121 z ANCHOR SPACING. DATE , 3/�7/0$ 1 NORANDEX PAGE 10 # SO X 1-3/4" P.H. S.M.S. W/1-1/2' MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING. 0 U �v U .750 TYp PY! a V1 .r tim 41 LA-40 415/41 B 1.500 . 2.437 p 10 X 1-3/4' P.11- S.M.S. W/1-1/2' 141N. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACILW-,-- InUFAMM ?W%: JIB ALT. FIN ATTACHMENT # 10 X 1-3/4' P.H. UNDER SHEATHING SEE' EL • MIN. EMBEdMEt7T EE'ELEVATiON FOR FOR ANCHOR SPACING.-, /A 10 X 1-3/4- P.H. S.11.S. W/1-1/2' MIN. EMBEDMENT SEE. ELEVATION FOR ANCHOR SPACING. HEADER AND SILL SECTION WOOD .FRAME TYP. JAMB SECTION ©. WOOD FRA1vIE CHARLES A PA -'P.& FL REG. ENG. DATE. 3/27/02 NOTES: 1) SHIM AS REQUIRE MAX SJ{ STACK 1/4'. 2 ALL ALUMINUM RIM ARE ALIAY 6063-7,5 OR T6. WITH TYPICAL i9ALL THICKNESS OF 0.62' . 3) USE- HIGH .QUALPf.Y .CAULK •BEHIND WINDOW FLANGE. 4)'' (:W3 THICKNF,SS.BASED ON TABLE E1300 GLASS CHARTS. ARD'-MAY'VARY DEPENDING ON SIZE. 5) TfiB.•RESPONSIB[LI1?Y FOR`SELECTION OF. NORANDEX PRODUCTS"TO -MEET ANY APPLICABLE LOCAL LAWS, BUILDING:CODES; ORDINANCES OR OTHER SAFETY REQUIREMENTS 'REST SOLELY WITH THE ARCHITECT. BUILDING' OWNER' OR CONTRACTOR. 6) NOTE •'INDICATES.lTHAT EQUAL FASTENERS AT HEAD AND SH1. AR THAT NAZ UNIT VIM TTP. AT ll ML-A --DETAIL-C SASH �// DETAIL=B .' �fi ^� ►L W ~ ua E- � � fi �r'3 Cr 1* NORANDEX PAGE 21 N SEE ELEVATION FOR BEDMEI7T �101�2 MIN. EMBEDMENT NOTES: - ANCHOR SPACING. SEE ELEVATION FOR 1) SHIM AS REQUIRED, MAX SHIM STACK ANCHOR SPACING. 2) ALL ALUMINUM E ° d XTRUSIONS ARE ALLAY 6063-TS OR TO WITH TYPICAL WALL THICKNESS OF 0.62• . 3) USE HIGH QUAIJTY CAULK BEHIND L 4 ° WINDOW FLANGE ) LASS THICKNESS BASED ON TABLE Ei300 GLASS CHARTS; e AND MAY VARY DEPENDING ON SIZE- 5) PRODUCTS To 3ILIIty FOR SELECTION: OF NORANDEX PRODUCTS TO MEET ANY 'APPGICABL.E �- j LOCAL LAWS. BUIMIkG EMENTE ':ORDI1•IANCES OR`OTHER SAFETY RRST'SOL:ELY WITH -L- I THE ARCHITBCT; BUILDING 0 kNER•OR TOR CONTRAC 8) A PR ES SURE TREATED' YIOODEN SILL .BUGLE OR MARBLE SHALL BE .ADDED UNDER-THE.PRODUCT TO FULLY SUPPORT UNIT.. °TIDS` SUPPORT SHALL'BE FIRMLY ATTACHED'INT6 RASONARY'AND SUPPORT THE PRODUCT OVER ITS FULL LENGTH '(SUPPLIED BY OTHERS). 7) CONCRETE COMPRESSIVE ALT. HEADER SECTION TYP. 2 STRENGTH o 3,00D PSI AT 2B DAYS. B) NOTE •INDICATES THAT. E UAL FASTENERS AT I II�r BY BUCK B.O.A.F.• 3/18' TAPCON W/1-1/4• 7�� rvnM0 A7 A Ui A , y MR NAM: MIN. EMBEDMENT (SEE ELEVATION FOR ANCHOR SPACING) _ /1%nlp4.✓i7r t� MASTER FILE # d e Imo_ CALL SIZE WIDTH .d d 1 BY BUCK O 2 1/4• sxlM TYP. JAMB SECT MAIL (BOTH JAMBS) • I -BY / 2 BY B TION FLAREG. EM. .N 2 DATE: 12/1 �ok1i ." SEE NOTE 8 HEADER AND SILL SEC T p- I BY BUCK ® 10 F.H. S.M.S. W/1-1/2• MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING. 1[A2 ONR \IV1}( I_ IHAD e- I 2{- 4Q ---DETAIL . C � l DETAIL B of III 1. NORANDEX PAGE 9 3 16' TAPCON WITH A 1-1/4' MIN. EMBEDMENT ® SEE ELEVATION FOR ANCHOR SPACING. — .750 TYP iU F.H. S.M.S. WITH A IN. 1-1/2 MIN. EMBEDMENT SEE ELEVATION FOR NOTES: 1) SHIM AS REQUIRED, MAX SHIM STACK 1/4'. 2) ALL ALUMINUM EXTRUSIONS ARE ALLOY 6083—T5 OR 3 USE RICH QUA�YCAUI�K THI EHINN ESS OF 0.62' . 4; GLASS THICKNESS BASED ON TABLE INDOW O0 FLANGE. CHARTS, AND MAY VARY DEPENDING ON SIZE 5) THE RESPONSIBILITY FOR SELECTION OF NORANDEX PRODUCTS TO MEETANY APPLICABLE LOCAL LAWS, BUILDING CODES, ORDINANCES OR OTHER SAFETY REQUIREMENTS REST SO BUILDING LELY WITH THE ARCHITECT, OWNER OR CONTRACTOR_ 6) A PRESSURE TREATED WOODEN BUCK OR MARBLE SR.L SHALL BE ADDED UNDER THE PRODUCT TO PULLY.SUPPORT UNIT. THIS SUPPORT FIRMLY ATTACHED INTO MASONSHALL BE PRODUCT RY AND SUPPORT BY 0 HERS). OVER 'LENGTH (SUPPLIED 7) CONCRETE COMPRESSIVE STRENGTH o 3,000 PSI ALT. HEADER SECTION AT 26 DAYS. Tn'• 2 BY BUCK Y 1.940 SEd 3/16' TAPCON W/1-1/4' MIN. EMBEDMENT SEE ELEVATION FOR FOR ANCHOR SPACING. I a • 4 I--- �N�`RAI, ' r ORMA B. O.A.F. MANUFACTURER NAME. 0 'AM tSIZE WIDTH ° 1 BY BUCK C C 2 BY BUCK ° TYP. JAMB SECTION 1/4- SHIM 1 BY .2 .BY BUCK MAX (BOTH JAMBS) UAXumvmm . e�• ac vaz 10 F.H. S, bLS. J p p W/1-1/2' MIN. EMBEDMENT p SEE ELEVATION FOR 3 p p p p SEE NOTE 6 ANCHOR SPACING. HEADER AND SILL SECTION CHARI.FS A. •PAG P.g y'• 1 BY BUCK Fl- REG. ENG: -#' 40121 y_ DATE: 3/21/02 OF �DETAII—C SASH OF ff DETAIIrB 1 MIAMID,ADE . PRODUCT CONTROL NOTICE OF ACCEPTANCE Prentdor Entry Systectis 911 E. Jefer•son, P.O. Box 76 Pittsburgh ,KS 66762 NIIAMI-DADS COUNTY. FLORIDA METRO -DARE FLAGLER BUILDING BUILDING CODE-CONIPLIANCE OFFICE MIDRO-DADS FI AGUYR I3UIl.1)jN(; 140 WHS7FLAG1.L)t S'1'RE1 1" SU1,11: Ii)o.l MIAMI, 1'I-OR IDA 33130-I5621 (305) 375-2t9U1 FAX (30) 375-290S CU\TILtC1.0It IAC:1•:`tiI.NC S1•.CrI()N (JU5) 375.2527 I::I.N (J05) 375.23: s c:a�rrL\c-rc)1I t��t••c)1u•H:�Ir:� r uI�•tslc).v (305) 375.29GG FAX (305) 375-290% UItOnCC'I' CU:\ 1'ROI. DIVISION Your application for Notice of Acceptance (NOA) of: (3U5)375.2902 VAN'(303)372-6331, Entergy G-8 S-W/E Inswing Opaque Double tip•/sidclitcs Itcsidcutial Insulated Stec] Door under Chapter 8 of the Code of Miami -Dade County govcrnin,, the use ofAllcrnate 1\lliterials and Types of Construction, and completely described herein, has been recommended for acceptance by the Miami -Dads: County Building Code Compliance 0f1ice.(13000) tinder the conditions specified herein. This NOA shall 'not be valid after the expiration date stated below. BCCO reserves the right to secure this product or material at any time from a jobsite or manufacturer's plant for duality control testing. If this product or material fails to perform in the approved manner, BCCO may revoke, modify, or suspend the use of such product or material immediately. BCCO reserves the right to revoke this approval' if it is determined by BCCO that- this product or material fails to meet the requirements of the South Florida Building Code. The expense of such testing will be incurred by the manufacturer. Gib G-�l :ACCEPTANCE NO.: 0.1-0314.24 .i EXPIRES: 04/02/2006 Raul tcoari�ucz Chief Prodllcf Control Division THIS IS THE COVERSHEET. SEE ADD-ITIONAL PAGES FOR SPECIFIC AN'D GENERAL CON DI-i'IOtiS BUILDING CODE &—PRODUCT REVIEVY' COMNUTTEE This application for Product Approval has been reviewed by'the BCCO and approved by the Build' , Code and Product Review Committee to be used in Nliami-Dade County, Florida under tile- conditions set f ortil above. APPROVED: OG/0SI2001 Pmncisco J, Quintana. R.A. Director Miami -Dade Count- Btlilding Code Colnjfli;incu Officu 1\s0450001\pc2000\\templates\notic* e acceptance cover pogo.dot Internet mslit address: Irostmastcr�buildin;;carJcanlinc.com � Hoillu r:lgc: ha•�� )).ffi w.buildirn-scodcunlinc-com Premdor Entry Svstbms ACCEPTANCE No.: . 01.0314.24 APPROV8D JUN 0.5 2001 EXPIRES 'April 02. 2006 NOTICE OF ACCEPTANCE: SPECIFIC CONDITIONS I. SCOPE 1.1 This renews the Notice of Acceptance No. 00-0321.26 which was issued on April 28, 2000. It approves a residential insulated door, as described in Section 2 of this Notice of'Aceeptancc, designed to comply with the South. Florida Building Code (SFBC), 1994 Edition for (Miami-Dadc County, for the locations %vhcrc the pressure requirements, as determined by SFBC Chapter ?3, do not exceed the Design Pressure Ratin, values indicated in the approved -drawings. 2. PRO DUCT. DESCRIPTION 2.1 The Scries Enterby� 6-8 S-W/E Inswing Opaque Double Residential Insulated Steel Doors witlt Sidelites-Impact Resistant Door Slab Only and its components shall be constructed in strict compliance with the following documents: Drawing No 31-1029-ENV-1, Shcets I Illi-O'Llry 6 of 6, titled "Ptcmdor (Entergy Brand) Double Door with Sidelites in Wood Frames with Bumper .Threshold (Inswing)," prepared by manufacturcr,-da'ted 7/29/97 with revision C date 0]/11 00, bearing the Miami -Dade County Product -Control approval stamp with the Notice of Acceptance number'and•approval date by the Miami -Dade County.Product Control Division., These documents shall hereinafter be referred to as the approved drawings. 3. LIMITATIONS 3.1 This approval applies to single unit applications of pair of doors and.single door only, as sho%%-n in approved drawings. Single door units shall indlude all components described in the active leaf of this approval. 3.2 Unit shall be installed only at locations protected by a canopy or overhang such that the ankle bct%vccn the edge of canopy or ovcrhang to sill is less than-46 degrees. Unless unit is installed in non -habitable areas %%,here the unit and the area arc designed to accept watcrinfiliration., 4. INSTALLATION 4.1 The residential insulated steel door and its components shall -be installed in strict compliance N%•ith the approved drawings. 4.2 Hurricane protection system (shutters): 4.2.1 Door: the installation of this unit will not reauire a hurricane protcc�ion systcizt. 4.2.2 Sidclite: the installation of this unit will renuire a hurricane protection systcni. S. LABELING 5.1 Each unit shall bear a permanent iabcl with the manufacturer's name or logo, city, state and following statement: "Miami-Dadc County Product Control Approved". '6. BUILDING PERMIT REQUIREMENTS 6.1 Application for building periiit shall be accompanied by copies of the following: 6.1.1 This Notice of Acceptance 6.1.2 Duplicate copies of the approved drawings, as idcritificd in Scction 2 of this Notice of Acceptance, clearly marked to show the components selected for -the proposed i nstal lotion. 6.1.3 Any other documents required by the Building O icial or. the South Florid' 3ui ]ding Codc (SFBC) in order to properly cvaluatc the installation o 11 s stem. - _ Manuel erez, P.E. Product Con r61' xamincr 2 Product Lzentrol Division Arcmdor Entry Systems ACCEPTANCE Na.: 01-0314.24 ------------ APPROVED 0 S 2001 Et PIRES April 02.2006 NOTICE OF ACCEPTANCE: STANDARD CONDITIONS 1. Renewal of this Acceptance (approval) shall be considered after a renewal application has been tiled and the original submitted documentation, including test supporting data, engineering documents, arc no older than eight (S) years. ?. Any and all approved products shall be permanently labeled with the manufacturer's nam.c, city, state, and the following statement: "Miami -Dade County Product Control Approved", or as specifically stated in the specific conditions of this Acceptance. 3. Renewals of Acceptance will not be considered if: a. There has been a change in the South Florida Building Code affecting the evaluation of this product and the product is not in compliance with the code clianges. b. The product is no longer the same product (identical) as the one originally approved. C. If the Acceptance holder has not complied with all the requirements of this acceptance, including thc'corrcct installation of the product. d. The engineer who originally prepared, signed and scaled the required documentation initially submitted, is no longer practicing the engineering profession. 4. Any revision or change in tFic materials, use an d/or manufacture of the product or process shall -auto.matically be cause for termination of this Acccptancc, unless prior written approval has been requested (through the Filing of a revision application with appropriate fec) acid grantcd by this bff icc. 5. Any of thc following shall also be grounds for removal of this Acceptance: a. Unsatisfactory performance of this product or process. b. Misuse of this Acceptance as an endorsement of any product, for sales, advertising or any other purposes. 6. The Notice ofAceeptance number preceded by the words Mianii-Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. Ifany portion of the Notice of Acceptance is displayed, then it shall -be done in its entirety. 7. A copy of this Acceptance as well as approved dray 'wings and othcr.documcrnts, where it applies, shall be provided to the user by the manufacturer or its distributors and shall be avai.lablc for inspection at* the job site at all time. The engineer needs not-rescal the copies. S.• Failure to comply with any section of this Acceptance shall be cause for termination and removal of Acceptance. 9. This Noticc of Acceptance consists of pagcs 1, 2 and this last page 3. EI D OF THIS :ACCEPT ti Manocl crez, P.E. Product Cont_ro - . amincr Produc Control Division PREMDOR (ENTERGY BRAND) DOUBLE DOOR WITH SIDELITES IN WOOD. FRAMES* WITH A BUMPER THRESHOLD (INSWING) AAIp � 111//j(rr •IN CWX�Lf,, �yNii�I �eMN��INN1i • •II 1?R iKIMLOAM [HIE I�V(pi 14 1/r D7 t/a• MAX . MAX 71• 77 1/A• we- r r LOC ttANaCr ,ua - MAY �• rc[ wrt 7�J.W r' �19MAX MAX 21 MA 4' MAN �l MAX 1 MAr I SMAXC� �I �=C MAX is. NA%ZI Mi . ,717711 Ike O.G SPACING 17 1/1' MAY OL SPACING j 17 1/ MAX D.C. SPACING IB• D.C. 17 1/ ' MAX O.C. SPACING j8• D.C. 6' k r NI - ' 1 lmlKx TM. 1 '' 13• D.C. NAi MAX MAX Ili• aG �O 1 T® OF /,6• OODA m r Ulm" t71 a [ TD 6 Cr LDCX DLO 1111 _01 BO II/16' aC+n -- a EIC�ls oC_ a oc�1r6 MAX MAX MAX NAk MAX MAY LjNf�idll 4' MX�a • 'MAX w rTlMAX IR' . C LDG irAN�[i sa wrc a ATTACH ASTRAGAL THROW BOLT 18 Y i• LONG STRIKE PLATE TO THE HEADER IN ALL REMAINING AND THRESHOLD WITH BID x 1 3/4' HOLES FLATHEAD SCREWS` NOTESI 1.) WOOD BUCKS BY OTHERS. MUST BE ANCHORED IB x 1 7/1•• LONG PROPERL•Y,:TO!.TRANSFER. LOADS TO THE FLATHEAD SCREWS .STRUCTURE. 2.) THE PRECEDING DRAWINGS' ARE INTENDED TO QUALIFY THE FOLLOWING INSTALLATIONS. lx INSWING R.H.INSWING A. WOOD FRAME CONSTRUCTION WHERE DOOR SYSTEM 1S ANCHORED TO A MINIMUM TWO BY WOOD' OPENING. ASTRAGAL B. MASONRY OR CONCRETE CONSTRUCTION VHERE DOOR SYSTEM iS ANCHORED TO A MINIMUM TWO BY aaPnp��DAr av �.,,,,.;,;,,,,; - APPRIVL STRUCTURAL�VOOD BUCK. C. MASONRY OR CONCRETE CONSTRUCTION WHERE DOOR SYSTEM IS ANCHORED DIRECTLY 70 CONCRETE l� NGCODE a, J1��'"=i1f1 VATER iNFILiRAiiON OR MASONRY WiTH OR WITHOUT A NON-STRUCTURAL Ial IS NEEDED i DUT ONE BY WOOD BUCK VHERE VATER iNFILiRAiIDN REDUIREFB'11T IS NOT NEEDED gr ). ALL ANCHORING SCREWS TO BE tlio WITH Iv PPRPVFDz t 11.14�9UILOL,. PRCONMI.6PASION rOD¢C^_PL117uE qnTX MINIMUM 1 1/2' EMBEDMENT INTO WOOD SUBSTRATE msE aF.• o ACCEPrAHCE ra n 1' V 314 • G4 )R 3/16' PFH TAPCONS WITH 1 1/2' MINIMUM EMBEDMENT i UNiTS SHALL BE WSTALLED QNLr AT LGCATiOHS PROTECTED BY A CANOPr OR INTO HASONRY, OVERHANG, SUCH THAT THE ANGLE BETWEEN THE EDGE OF CANOPY OR OVERHANG t. UNIT MUST BE INSTALLED WITH 'HIAMI-DAOE COUNTY 4PPROVED' SHUTTERS TO SiLL IS LESS 1IM 45 DEGREES UNLESS UNiT IS INSTALLED IN . NON -HABITABLE AREAS VHERE THE UNIT AND iNE AREA ARE DESIGNED iO i. THREE STAPLES PER SIDE JAMB INTO HEADER ON SIDELITES ACCEPT VATER INFILTRATTDN. 4NO DOOR, THREE STAPLES PER JAMB INTO THRESHOLD -ON ;IDELITES AND DOOR i. LATEX SEALANT TO BE APPLIED AT SiDE BY SiDE C tucC �ar(T 1rD07ICATIU[I M,Im 11wts 1x[u lam ac �T IAMBS AND SiDEL iTES UIPIBIDS t1L[SS N1ICB, fIa @tL. iai aoo .INCY 000N tz.cusaart(xa f MI DOOR/SIDELIiE HEADER, DOOR/SIDELiTE JAMBS, AND SIDEL(TE BASE F u n ORNERS ARE COPED AND BUTT JOINED. `"""'m' axa' `®•� ITFREMOUR l DOORS SHALL BE PRE -PAINTED WITH A VATER-BASED EPDXY RUSi NHiBITIVE PRIMER PAINT ENIRY SYSIN . N.1. VITH A DRY FILM THICKNESS [IF 0.8 TO 1.2 MIL 31-1029-EW-1 . FRAMES SMALL BE PRE -PAINTED VITH AN ACRYLIC LATEX WATER -BASED/ wT SHEET 1 OF S PATER -REDUCIBLE VHiTE PRIMER VITH A DRY FILM THICKNESS OF U 10 1.2 NIL. --. _ laym IEiTZ GLAZING DETAIL SKRviH vnLWLS DSDa UtICRI[R 6tADE U11E1I CAULK wrcRDa 1 / 2' GLASS BITE m TEMPERED GLASS INTERIOR -INSWING OTHER CONFIGURATIONS APPROVED AS COUPLYM MIH THE SOUiH FL�W MMDM CO M F ROM�MUMPMOFCE fM ACCEPUME RD 01-031Y. 24f 3/4' 1-1029-E V-I MI2W6 S16 .. C 1/4' SHIM MAX .1- 3/4' 80 11/16. MAX INTERIOR 79 5/16' MAX ? H SECTION B-B 2 By VDOD DUCK MAILKIALS LIST ITCH ND. O DESCRIPTION PART NUMBER CONHLNTS — 17 O WOOD HEAD JAMB COMPRESSION VEATH[RSTRIP Cv-14 y_ 25 11/4' X 4 9/16' NIL. TO BE PINE OR COUIVAL(NI O ALUHINUH ASTRAGAL K R N RAN x a 0( R 4 ALIR11NlR4-BUHPCR TTIRESFIOLp V- PREHOOR BRAND OR EOUIVALENT- 5/0' ALUHINLIH ASTR! TOP CHaNN[L EV-IS PRENOOR BRAND (U2 EQUIVAI[Nr - 1 1/4' x 4 9/I6• © EV-OB PREHDOR BRAND - 111/16' - 20 GA STEEL 7 T SKIN $� lDjl HD)S DID pl B(b!5 1 Bull [U E1R11 e D MnIRETA BOTTOH CHANNEL BASF FOAM - EV-07 DENSITY 2.0 10 25 IbS./Ft' 9O vDOD LOUc pEK PREHDOR BRAND - 1 11/16' - 20 GA STEEL IO STRIKE STILE EV-09 4' X 9 I/2' HTI. TO DE PING OR COUIVALCNI 11 HINGE STILE EV-06 15/16' X.1 11/16' HTL TO BE PINE OR EOl11VALENT 12 LOCK PREP FILLER PLATE EV-05 I5/16' X 1 II/16' NIL i p BE PINE OR EQUIVALENT O 13 4•x4 HINGE EV-10 PR[HDER- BRAND - .050• THICK- HTL. TO BE POLYETHYL 14 VpOD HINGE JAMB EV- 6 HAGER BRAND HINGE OR EQUIVALENT - .097 THICK (STI 110 x 3/4' 1 H.V.S. _ 11/4' X 4 9/16' HTL. r0 BE PINE OR COUIVALENI 16 FHV S B10 X 2' (4) SL•REVS PER MOLE INTO DOM IN IX IB• AL IHEg AfrCR 'u'I11 NI L JAII SCREVSTIC TH[RCA s(RIxE JABI INTO ' • x B• I>L rNER[arER SIDELIrE Jul. 4- wm rRnl 61 Sf3tC EXTERIOR W. MX IS' TEaDaIrE >�l D(rD:I�L(� 4• DDT r� 17 IB x u V"R et IID X 3/4' FHV.S. REFER ID ELEVATION VIEv. FOR 1SE0 AND LQnTIOH l OF SCREVS I 19 ' IB x 2' FHV.S. (2) SCREVS PER'HINGE INTO JAND LO-Ex SET (2) SCREWS AT EACH STRIKE PLATE I BID X 1 3/4' F}Ly,S KVIKSET BRAND 200 LOCK OR HARI TIC BRAND 100 LOCK V(RID SIDELITE JAHB (2) SCREVS PER HINGE INTO JAMB 0. 22' X' 64• SINGLE PANEL GLASS EV-19 EV-20 1 I/4' X 4 9/16' HTL. TO BE PINE !1R EOUIVAIEHT "P ASS N J SIDELIT[ TRIM WOOD) n P(ILYPNDPYL - �-1 43 - (DOL ® VIIOD CASING EV-21 EV-22 5/16 x 1/2' HTL. TO BE PINE UR EOUIVALEN r. I' Ner slDcIL TD PI oR'WIVAL I - II Ha ot R r0fR SIRE NRlwcs L WOOD SIOEIITE HEAP JAMB [V-23 wHer ws nXLMNS © WOOD SIDELITE BASE 11/4' X 4 9/16' HTL TO BE PINE OR EQUIVALENT ® POLYPROPYLENE LITE FRAHE EV-24 1 1/4' X 4 9/16' HTL TO BE PINE OR COUIVALENT "166 X 11/2' P.AN HEAD SCREVS -1643. ODL-2 HP Polypropylensep by ODL SIDELITE STILES 8 PER FRAHETn i I afr Q I 1 PIN NAIL EV-26 15/16' X 1 11/16' HTL TO BE PINE OR EOU11/ALCNT /V LD4G OIL, 4. OI FWI INI. (W B• Ot IH:RArIIR• "mom MLLIM AND I DOW SILICONE #995 AP?RWE(D;4 CC0�MP�LaW IG %MTH nm so(rn(FtJ U IV U ] BY PR OL "ZbH Buaowc WOE COLIP(1ANCE orFlce ACCEPTANCE HD,0 I — 0 -a I Y. 24 31-1029—EW—I SHEET 3 OF 6 REVISBTI LEITCR 8 BY WOOD BUCK 1/4' SHIM MAX 3/4' 5 - INTERIOR 79 3/16' MAX 80 11/16' I MAX .64" MAX DLO :f I 2 BY WOOD BUCK _/ 4 SECTION C- c- 1/4' z6 • '3 EXTERIOR PLEASE SEE 'GLAZING DETAIL' DRAWING 4'31-1029-EW-1 SHEET 2 OF 6 1 1/4' DOW SILICONE 49% ATWRf]vm A9 couKrum xrm Jim - o�n,„�pREMDOF uY PiQ7 � pIv190N 911 E..Cf(CRSIH eIULTANC woE coitPtwteE PII ISI Z. ti 61 ACCE'TAME f10. ri 10 117E rovc a 1-1029-EW-I SHEETA OF 6 QVISN t[ITCR p OTHER DOOR C O�IEI�URATIO�IS 14 1? • • it Y W m Yr �•• r W •• r it Vt rW^ r ... moo• r. w 01�[ rOL v� 1� rr w W Ir 11Yrr •Of - I r 1 I w l � �'�wi CW v 0 X ' - tt YKOG O � b O•Ir p y1.y O b0.11• b �c�wrswc � - 1- � 1 1 ... r •r,i .4 . w . -, r `0 ri w OL v - K 1 um w Y• "' -.. ..JJ{.IILLr w L� ' r LLU wee ? ilr:� a 1 ••i ncww •uc _n ur w nii+cic • � cYv.cwwi, �•w -i n APF90:co AS COL4RYQIG,nfTHE fffA SOUTH Flp�uu Bu4L1kG CODE a j� ar ny P(C P T n0LOft7soj fll L MA OnIG CODECOLG'U,U OFF PIIIS' AmEnANCE LM. 0!- Ou Y v�L r:i i r Il,u• a ® - M/V c•wcw 1 1 1 iY,L ?4wLV4iL 1 R� II911S suss [lire, fm fYi015101 . [KISS 161[f. sit x 0 31-1029-EW-I SHEET 5 OF 6 ervam irate nTLJFD nilnn � A , . --, U I I ILIA -uuuK rRNLL I YLES 36" �— [—MAX MAX n �� D pp ono �� on ®0 ��� �� Boo BLANK IDP ❑❑ Dan 4-PAWL 6-PANEL 4-PANEL 9-PANEL 10-PANEL ip-PaNCI OTHER SIDELITE. STYLES 36" MAX .79J�l 6, ' - I SL-ID SL-20 SL-30 IL-60 SL-SO ' SL-SOB SL 69a SL-690 I0p 0p 00 00 00 00 00 00 00 PD-1 PD-2 PD-3 PD-4 PD- 5 PO-6 PD-7 PO-8 I , ul 19.9 9.1 PD-19 • PD-19 'PD-20 PD-21 PD-22 PD-23 PD-24 PD-25 ®a DUN n v ®12® no Dd BOB lJ OD QQ oo 00 0 0 FLUSH D-PANLL CROSSB= 0 4 12-PANEL 4-PANEL 5_pANEL 5-PANEL ETCBROV V/SCROLL LYCBRDV 5-PANEL 5-PaNCL V/SCROLL �rEBROv 0 p p SL-69C 'SL-25 SL-35 SL-30D SL-40 SL-9DA Sl-90B 00 [0101 oa 00 00 PD-9 I PO-10 PD-ll PD-12 PO-13 rrr j j� r�� illll ��r In- -27 .�� SL-9cc SL-JOD SL-30C SL-70 SL-81 APD-16 PD-17 9 a s� 6 a L � Pp-72 Pp-JJ PD-J, 31-1029-EV-1 SHEET 6 OF 6 $Ylslm IEr1I>' e MIAMIDADE PRODUCT CONTROL NOTICE OF ACCEPTANCE Preniclor Entry Systems 911 E. Jeferson, P.O. Box 76 Pittsburgh ,KS 66762 •NIIANII-DADE COUNTY, FLORID.A J.AETRO-DARE FLAGLER BUILDING I3UILDINC CODE CONIPLIANCE OFFICE M17 RO-DAI)r _1-A I1-.1t 13UI1.1)INC 14.0 tvl?s'r ri-ActI.ER S-I 1t[a: f, SUUH 1603 MIAMI, FLOlUDA .1300-1563 (305) 375-2901 FAX (305) .i75-2908 C:U\ rIUVI'UI2 I,1CI?,\Sig\c st.C"r]O� (3US)375.25271�,L\(.lU$)37i.�5S� C:(l.\-I'1L\C'rUu I:sFCiuC:l{.%n•:�,NT mvj.%;lc)Y (3U5)371-3'JfGI'.L\'(.IUS)375•:9Ux 111(c)D 'U1' C:U\ 1.12U1, I)1%-1sl()Y Your application for Notice of Acceptance (NOA) of. (305)375.21J02 VAN (.105)373-G1.1�J Entergy 6-8 S-W/E Outswing Opsrque Single,vlsidalites Residential Insulated Steel Door under Chapter S of the Code of Miami -Dade County governing the use of Alternate Materials and Types of Construction, and completely described herein, has been reconullcnded for acceptance by the Miami -Dade County Building Code Compliance Office (BCCO) under tilt; conditions specified herein. This NOA shall not be valid after the expiration.date stated below. BCCO reserves the right to secure this product or material at' any tinge from a jobsite or manufacturer's plant fbr quality control testing. If this product or material fails to perform in the approved manner, BCCO- May revoke, modify, or suspend the use of such product or material immediately. BCCO resort -es the right to revoke this .approval, if it is determined by BCCO that this product or material• fails to meet the requirements of the South Florida Building Code. The expense of such testing will be incurred by the manufacturer. :kCCCI TANCE NO.: 01-0314.21 >r EXPIRES: 04/02/2006 Raul xoangdez Chid -Product Control Division THIS'IS TIME COVERSHEET SEE ADDITI NAL PAGES FOR SPECIFIC AND GENERAL CONDITIONS BUILDING CODE & PRODUCT REN ENV CO-1,11ITTEE This application for Product .Approval has been reviewed by the BCCO and approved by the Building Code and -Product Review Committee to be used in Miatlli-Dade County, Florida under the conditions set forth above. APPROVED: 0610-5/2001 Francisco J. Qtlilltllla, R.A. Director lNlianli-Dade County Iluilding Codc Compliance 01' ice 1\s04500011pc20001\templateslnotice acceptance cover page.dot 11,ternet mall :1dtlruss: j)Otitfll)lti1CC!!;l)UIl(Ilp!'CUCICUnIIflC.rftnt ilnn,n..•n,.. t.i�...1/.,....... i... i.r....._ ..�. . Prerridor Entry Svstems ACCEPTANCE No.: 2 . �O1-0314._ 1 APPROVED JUN 0 5 u-i EXPIRES April 02 2006 NOTICE OF ACCEPTANCE: SPECIFIC CONDITION . 1. SCOPE 1.1 This renews the Notice of Acccptance No. 00-0321.23 which was issued on April 28, 2000. It approves a residential insulated door, as described in Scetion 2 of designed to comply with the South Florida Building Code (SFBC), 994 Editoioncfor M amof ptDadc County, for the locations .vhcre the pressure requirements, as deterriiined by SFBC Chapter 23. do not exceed the Design Pressure Rating values indicated in. the approved drawings. 2. PRODUCT DESCRIPTION 2.1 The Series Entergy 6-8 S-WIE Outswina Opaque Sinbld Residential Insulated Steel Door with SideIites- Impact Resistant Door Slab Only and its components shall be constructed in strict compliance with the following documents: Drawing No 3I-1020-EW-0, Sheets I through 6 of 6,, titled "Premdor (Entergy Brand) Wood Edge Single Door with Sidclites in a Wood• Frames xvilh Bumper Threshold (Outswing)," prepared by manufacturcr, dated" 7/29/97 with revision C dated 01115101, bearing the Miami -Dade County Product Control Approval stamp with the Notice of Acceptanee.number and approval date by the Miami -Dade County Product -Control Division. Thesc documents shall hcrcinaflcr be referred to as the approved drawings. 3. LIMITATIONS 3.1 This approval applies to-singic unit applications ofsingle door only, -as shown in approved drawings. 4- INSTALLATION -4.1 The .residential -insulated steel door and its componcnts shall be installed in strict comp liance with the approved drawings. . 4.2 Hurricane protection system (shutters): ' 4.2.1 Door: the installation of fliis unit will not require a hurricane protection systcnl. 4.2.2 Sidclitc: the installation of this unit w ill req[rire a hurricane protection system. 5. LABELING 3.1 Each unit shall bear a permnncnt label with the manufacturer's name or logo, city, -state and following statement: "Miami -Dade County Product Control Approved", 6. BUILDING PERMIT REQUIREl1'IENTS 6.1 Application for building permit shall be accompanied by copies of the following: 6.1.1 This Notice of Acceptance 6.1.2 Duplicate copics of the approved drawings, as identified in Section 2 of this Not icc of Acccptance, clearly marked. to show the componcnts selected for the proposed installation. .6.1.3 Any other documents required by the Building Official or the South Florida Building Code (SFBC) in order to properly evaluate the installati n of this system. Manuel Perez, P.E. Product Con �-ol -xamincr Product ontrol Division Premdor Entry Systems ACCEPTANCE No.: 0I-03I4:2 I APPROVED JUN EXPIRES—.4pri102 �OOb NOTICE OF ACCEPTANCE: STANDARD COr�'DITIONS J. Renewal of this .Acceptance (approval) shall be considered after a renewal application has been filed and the original submitted documentation, including test supporting data, engineering documents, are no older than eight (8) years. ?. Any and all approved products shall be permanently labeled with the manufacturer's name, city, state, and the following statement: "Miami -Dade County Product Control Approved",'or as specifically stated in the specific conditions of this Acceptance. 3. Renewals of Acceptance will not be considered if: a. There has been a change in the South Florida Building ode a product and the product is not in compliance Nvith,the code cchangcscting the evaluation of this b. The product is no longer the same product (identical) as the one originally approved. C. If the Acceptance holder has not'complied with all rlic rcquiremcrits of this acceptance, including the correct installation of the product. d. The engineer �vho originally prepared, signed and scaled the required documentation initially submitted, is. no longer practicing the engineering profession. 4. Any revision or change in the materials, use, a�md/or manufacture of the product or process shall automatically be cause for termination of this Acccptancc, unless prior wriucn approval has been ` requested (through the filing ofa revision application with appropriate fcc) and granted by this office. 5. Any of the following shall also be grounds for removal of this Acccptancc: a. Unsatisfactory performance of this product or process. b. Misuse- of this Acceptance as an endorsement of any product, for sales, advertising or any other purposes. ti. The Notice ofAcccptancc number preceded by the words Miami-Dadc County, Florida, and followed by the expiration date may be displayed in advertising literature. I.f any portion of the Notice of Acccptancc is displayed, then it shall be done in its entirety. 7. A copy of this Acceptance as well as approved drawings and other documents, where it applies, shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at all time. The engineer needs not reseal the copies. S. Failure to comply with any section of this Accepta-nce shall be cause for tcrriiination and- removal of Acccptancc. 9. This Notice of Acccptancc consists of pages 1, 2 and this last page 3. END OFTHIS ACCEPT NCI Manuel crez, P.E., Product Co tro Examiner Produc -ntrol Division 3' G A S 0 B D S C. DI Ei i MI OR IN AP g AN 6. JAI 7. fl I INH VAl f'KLMUUK . (EN I EHU Y BHANll) WOOD EDGE SINGLE DOOR WITH' SIDELITES IN WOOD FRAME WITH BUMPER .THRESHOLD (OUTSWING) /2 11140) PCk HCADHLNSI c6) P[R hrYO 00' MAX LTERNA7E: 3/16' PFH TAPEONS "/1 1/2' NINIMUN EMBEDHCN) 4' MAX 4' MAX MAX 3' MAX 4' MAX — MAX' is,MAX ' MA MAX C 3' MAX 14' 3' MAX r HAX 4' MAX 2 S 1(SEE OiEfS)LCS BUJ' C' ( ET IA ', • ; 15� MAX _ tg' (•�� III I ra. • 1 1s•� ^^ MAX 15" 43 I/16' MAX TOP OF' DOOR 01G S yg.r '' TO 4 L a yam' KVIKSET DCADBOLt NOOtt 1" SCRICS Olt M.RL= CCAOBth I • MOCCL -BGO' 15' MAX 22' x 64' Of. A MAX DLO AE;o1/16 I KVIKSET LOCKSCT� 15' MAX %IR CESRL Ell CCRIE O.C. DT ID»S Oman IW 15' MAX 6' AX is �_ 1g• Iti• >u MAX MAX .IAX MAX . MA E T IS ~MAX 4' MAX NDfCSr 3' MAX —3' MAX 3' MAX MAX > WOOD OMS BY OTHERS. MUST DE ANCHORED 4' MAX— MAX 4' -MAX MAX MAX RDPERLT TO TRANSFER LOADS TD THE STRUCTURE THE PRT: IMI DRAWINGS ARE INTENDED TO DB x I 3/4' F.H.W.S UALIFr THE FOLLDVINO' INSTALLATIONS. 3) PER SIDE FROM WOOD fANCH CONSTRUCTION WHERE DOOR rSTCM IS ANCHORED i0 A HIM'—V i� J� JAMB INTO THRESHOLD IENINEL TVD or WOOD HASONRY OR CONCRETE CDNSTRUC71ON WHERE RH allTSVING LH OUTSVING TOR SYSTEM IS AkHdRED r0 A MINIMUM TWO Or 'RUCTURAL VCRTii BUCK. MASONRY OR CONCRETE CONSTRUCT40m WHERE OR SYSgqrEM ITIS AHCHItRED DIRECTLY TO CONCRETE EMIly 00 BUC TH OR WITHOUT ANON-STRUCitOTAL ALL ANCHORING SCREWS TO BE IID WITH 69ERM!w IIMUM 1 1/2' EMBEDMENT INTO WOOD SUBSTRATE 3/16' PFH TAPCONS-WITH 1 1/2' MINIMUM EMBEDMENT 0 MASONRY. + tMIS SHALL BE INSIALLCD DNI.T AT LDUIMS PROiECI[D BT A CArI�T OR UNIT MUST BC INSTALLED V11H 'Nlartl-CADE COUNTY OVERHANG no THAI II[ ANGLE BEIVEEN THE EDGE Or. CANEPT OR OVERIwjG IRDVED' SHUTTERS ID SILL IS LESS INAN 45 MCRCEL UNLESS UNIT 1S INSTALLED IN IMREC STAPLES PER SIDE JAMB INTO HEADER ON SIDELITES W4-KABITABLE AREAS VNERE THE UNIT AND IK AREA ARE DESIGNED' 10 I DOOR. THREE STAPLES PER JAMB INTO BASE ON SIDELITES ACCEPT VAICR INFDIRAIIOK ATEX SCALANT TO •BE APPLIED AT SIDE BY SIDE !BS AND SIDELIrCL i00R/SIDELITE HEADER, DOCIR/SIOELITE JAMBS, AND SIDCLIrr BASEF—O.M, HERS ARE COPCD AND BUTT JOINEB•m MRS SHALL BE PRE -PAINTED. VITH A VATER-BASED CPDXT RUSE BITIVE PRIMER PAINT VITH A DRY FILN THICKNESS OF 0.B 10 1.2 MILRAI¢S SHALL BE PRE-PAINtED VITH AN ACRYLIC LATEX VATER-BASED/ �T YER•REDUCIBLE WHITE PRIHER VITH A DRT FILM THICKNECf QB f0 I? MIL APPROVED AS CCIM-LYII;G 1171I I Inc SJVTH 'U DUIDuc ciuc CIA1 �cry I?lll PA00u TC CM0LCI'.RS:3:I G OINLDIN CODE COLIPUAY_E CFFNCE ACCE0TATF'E t10. OF- of/Y. 21 I-1020-LW11 SHEET1a,S i1'Oa u1N7 UN A- A GLAZING DETAIL U U T S W I N G OTHER CONFIGURATIONS ---------------- SHERVIR VILL1.1 M . C7IiCR1IIIt GRADE IAiCX CAIA)C B Ij�- 6B �r�• MAXEx7ERIQd • � -o-1 1 / 2' Al PWrt0 AD COLKISM 1 iH 711E _ASS BITE 9 art" f�° Coxunroc U 1RI6n6 m � 1a BY • 1/8• FEWM0 GLASS PRO i 7rRUL0"sm nRYCC AEPW.W 110. 01-031 1-1020-EW-p . DEV. 2 or 6 3/4' S 80 11/16' ' MAX EXTERIOR 79 5/16' MAX 1 3/4' F SECTION B-B 1/ IO WODD HERO JAFIB — .1u.01Lx. CUHHEHIS �--� 2O. COMPRESSION VEATHERSIRIP IV-IZ 1 1/4' X 4 9/16' NFL. 10 BE PINE OR ---- --- . E 1 1/4' VODp STRIKE JAMB . q K N R X A 0< Q ALUH1 BUMPER iHRESHOLp V- EV-17 1 I/4' X 4 9/16' H TL ITT BE PINE OR EQUIVALENI 6 TDP CHANNEL CHANNEL PRENUOR BRAND OR EOOFVALENT - I I/4 x 4 9/16- 6' T K N EV-05 PREHOOR BRAND - 1 II/If), - 20 GA STEEL �---n � �J �---� 7 9 Y H � lYl7 1m Hamrss Ht BASF FOAH - DENSITY 2rte wt un elm TO DOttOM CHANNEL WOOD I M BLOCK EV-04 ,p 2s Ibs./Et' • PREMOOR BRAND - 1 11/16-20 SIECL l0 STRIKE STILE EV-OB 4' X 9 I/2' HTL TO BE PUCE fig [CRT LEHf �l�l It HINGE STILE- EV-07 EV-06 15/16• X 1 II/16' HIL TO PIK OR EQUIVALENT i 17 O LOCK PREP FILLERPLATE EV-09 15/16• X 1 11/16- HTL TO DE PING OR EQ(IIVAL[NI PREMDOR BRAND - 050' 14 4'x4' HINGE V000 HINGE JAMB V-15 THICK- HTL TO OE POLYETHYLENE HAGER BRAND III NGE OR EQUIv A((:Nr -.097 THICK 15 010 x 3/4' FHVS. - (STEEL) 1 1/4' X 4 9/16' HTL TD BE'P.INE..[R EQUIVALENT f INTERIOR 16 110 X 2' EHVS. (4) SCREVS PER HINUE INTO OppR 6) sasFvs IIr t7 6 LI iL V Amx 1 Q' k4x IS' OL T HCRDEUIL JAMS 060 SIDELITE , DWR rHi[pI to al SIOELIIE WOOD STILE EV-07 RErER to El[VATION VIEW. FOR r ff SCREYS USCQ AND LIXAII0D3 19 CO x 2- F.IiVS. IS/16' X 1 11/16' MIL TO BE PINE OR;EOUIVALENT LOCKSET (2)'SCREVS Af EACH STRIKE PLATE ® 010 x 13/4' FFiVS KVIKSEi BRAND 200 L CK OR ((ARLOC BRANp.lpp IOLK asEvs 1HRQ1pr HINfE Jrw® IRrO i10ELIrE JAHr� a OOVH rHtnr ltr IGl �- iHHEREA vs I sF TER MIKE JWHe WILL T� ER WIO SIDELITE JVIL 4• WVH rRm 1 4r SCrgvS I EACH �J VODD SIDELITE JAMB Him IH10 flit Awl 1 1/4' 22' X 64 SINGLE PANEL GLASS EV-18 EV-19 1 I/4••X 4 9/16' MTL TO BE PFNE OR [QUIygLENf Cd AS SIDELITE TRIM (VOOD) EV-20 N nl P((OPTI _ -I 4 - r 5/16 x lI2' _ ® V000 CASING - 1700D SIDELITE HEAD JAMB EW-21 MT 1/6 x H rL. TO BE PIh1E DR EUUIVALEN7 rm -SHHE BT SATE jMgjT Aj r��" - H WOOD SIDELITE BASE EV-22 EV-23 1 I/4• X 4 9/16' HTL f0 PINE OR EQUIVALENT YPR%1LENE LITE -RE E16X ' PAN HEAD SCREVS -1617, pDl 2 I I/4' X'4 9/16' Nil. TO DE PIN HP Pol ro I E OR EQUIVALENT YP PY ene by ODL PIN NAIL IB PER FRAHE I0 LEED 4 1 Arl DOW SILICONE 4995 4 InHG INI( 4 to rH�HH 0n41K9'OL.H Elt.usumMilan 1WI1 llAlik U1tM BOI(B, (RAC QIRI61U6 UiC$S tdIICB AE B[DRL.IQCS BADE WWT !7 ►OOIfIUHrIONS. H/um APPRUF)w,LSCoWtnvoramn>E A LIR DDED PAGE 5 (ppOR T DNS) �YI5DT6 Ho_I_ PREMDOR PART NAiit BAT[ IT ` ENTRY SYS EMS :fRHil D1VI5xkH •� [RSpD 31-1020-EW-0 �QJPILYCCE 111-E 1{p• 01- 03 / V. i 1 PnaB,BG, TS 66762 AA SHEET OF 6. • �VISpH t[IIOF D 1/4' SHIM MAX 3/4' �5 yTERIDRI I 79MAX16-. 80 11/16' I MAX 64' MAX DLO 1 3/4' :•'.:�•f 2 BY WOOD BUCK -� 4 9/16' SECTION C- C --V,)J -EXTER.IOR PLEASE SEE 'GLAZING DETAIL' DRAWING 931-1020-EW-0 SHEET 2 OF 6 1 1/4' DOW SILICONE #995 APFr,0yQin C9C4'STRiG �HiH 7TTE swiHFyO�t OR YT nAT` PR if FRM - a�wH 911 L ILMO COMCOUPWIMOFFXZ Plffi M—MEPTaine I'l 0 1- a 11 v. L � NG MVC t MlotVk taf t_m.fl .S. raT11�S. � lLy G 1-1020-EW-0 SHEET 4 OF 6- REVISIM LEI U U IUUI\H I IUNV > f 1. _11Ut _. I RF?:,^�,�ry.►tS[�:A'r1Y11!(. V�CiH T)tF IWF:IFJ UfI 2 —]• IUII RI ra- T 9TROL OMg�ON 911 G "t"LtrVIG CGUE OOURWICE OFf PH li .kccmm-EMJ.ol-03 X 31-1020-EW-p SHEET 5 OF 6 �un[e U I I ILI\ .uuur\ rHIvLL S I YLES- 36° [—MAX 19 /16' �(� 13D a0 00 �aa oa ood MAX qo Duo Duo BLANK TOP CI❑ OOq 6 PA►O l 4-PAN[L 9-PANCL 10-PANEI 4-PANEL IB-PANEL OTHER SIDELITE STYLES 3 0' i -I I— MA X 79 MAX � o SL-10 SL-20 SL-30 SL-60 SL-50 SL-508 SL-69A • SL-698 Do pp pp QD .. QQ Qo 0o as o0 PD-1 PD 2 PD-3 PO-4 PO-5 PD 6 PD-7 PO-B oa9PD-19 PO-19 PD-20 PD-21 PO 22 PD-23 ❑ a ❑ n ��� ��d . o ��IJ . aoo ooa PD-35 PD-36 PO-37 _ PO 3B i. PD-39 PD-40 o f RUSH U-PANEL CRUSSBUCK 10i aU IJ UO0 Q Q 1 12-PANEL 4-PANED EYEBRUV u o Q SL-69C SL-25 SL-55 SL-30D SL-40 • SL-90A 0 on a� oo no o� PO-9 PO-10 PD-11 PO-12 PO-13 ill [fnr 1 111 .n 11!c:�ii OLC Iiva iii -- nl iii yin, m rr NO an laffill'swil.,.,r •O 1 �1: ❑❑ 0 V/S5PANIL 5-PANEL OLL . EYEBRUV V/SCRULL 4❑ ❑0 5-PANEL 5-PANEL CYEBRUv SL-908 SL-9D[ SL-30B IL-3DC SL-70 f SL-00 QQ a �D no a❑ PD-14 PO-15 PO-16 PO-17 d N PD 31 PD-32 PO-33 PD-34 L} " 31-120-EW p SHEET 6 OF 6 971i i9El 1-1 I JI-1 1 ►Yr+ cc CV Ln rn N Wt-�iync WINDL OAD SPECIFICA TION 0108 Dalton APPROVED SIZES: MODEL: WAYNEMARK 8000 & 8100 9'-0' MAX WIDTH x 14'-0' MAX HEIGHT STYLE: RAISED PANEL MAXIMUM SECTION W10TH 21' TEST PRESSURE: POS./NEG. 44 PSF DESIGN PRESSURE: POS./NEG. 29.3 PSF NOTES: 1. GLASS DISCLAIMER "NO CONCLUSIONS OF ANY KIND REGARDING THE ADEQUACY OR INADEQUACY OF THE GLASS IN THE TEST SPECIMEN MAY BE DRAWN FROM THE TEST." (1993 ASTM E330). 2. GLAZING OPTIONS — TOP OR INTERMEDIATE SECTION, .090 SSB GLASS WITH OPTIONAL INSERTS. 3. VINYL OR WOOD DOOR STOP (NAILED ON 6" CENTERS) MUST OVERLAP TOP AND BOTH ENDS OF PANELS MINIMUM 7/16" TO MEET NEGATIVE PRESSURES. 4. U—BAR TO HAVE A MINIMUM YIELD OF 80 KSI 5. TRACK, AND DOOR STEEL TO HAVE A MINIMUM YIELD OF 33,000 PSI. 6. OPTIONAL — .080" (MIN) ALUMINUM LOUVERS WITH HIGH IMPACT STYRENE FRAME MAY BE LOCATED IN THE END PANELS OF THE BOTTOM SECTION. 7. LOCK OR OPERATOR IS REQUIRED. 8. THE DESIGN OF THE SUPPORTING STRUCTURAL ELEMENTS SHALL BE THE RESPONSIBILITY OF THE PROFESSIONAL OF RECORD .FOR THE BUILDING OR S.TRT:�CTI:lRE AND IN ACCORDANCE.,NiTH'igURRFNT BUILDING COQES-�.FC�i j T,�ei,, •GADS LISTED ON :1THI-5, D* f' AW-l' +' Approved:': 33Q5 ADDiSON DR, I,Eks166a Fl:41514 F0""A' FERn> 1FandNf ND 0048489, t "�:,: • . GEQRGUI FFlGjj11ON NO_ Oj8519 .;1� NORT}1 .URD(JNp ,CEP.nFlG1�pN' NC�`O�J836 Date: .3'>75=.41.. OP T101V COOE.- 0:7! ( REV.• P 13 GA HORIZ ANGLE } .054" HORIZ TRACK (2) 1/4-20x9/16" TRACK BOLT & (2) 1/4-20 HEX NUT DRILL .281 OR 9/32•'0 HOLE IN TRACK FOR J8—US BRACKET ATTACHMENT (1) J8—US BRACKET LOCATED AT EACH ROLLER LOCATION EXCEPT TOP BRACKET ROLLER (P/N 125139). 5/16x1-5/8•' LAG SCREW AT EACH J8—US BRACKET 054" VERT TRACK 1 /4-20x9/16" TRACK BOLT & 1/4-20 HEX NUT AT EACH JB—US BRACKET J 1 E. CITY CF SANFORD WM9'x 14' MAX 44PSF I 1 OF TRACK, END HINGE TOP BRA CKET REOUIREMEN TS 1/4-20x9/16" TRACK BOLT & 1/4-20 HEX NUT THROUGH ANY TWO ALIGNING HOLES TOP BRACKET (P/N 108077) (5) 1/4-2Ox5/8" TEK SCREWS (P/N 141668) 14 GA WIDE BODY HINGE (4) 1/4-20x5/8" SELF —THREADING SCREWS (P/N 100320) 1 /4-20x5/8" SCREWS END HINGES 4. 20 GA op. -BAR WIDE BODY HINGE (P/N SEE BILL ..� OF MAT'L) LHNf� HIIqGF7 RH END HINGE NYLOP.-ROLLER (P& 270791) ® \ 80TT ' BRACJCET (P/ H-2,70;54 & LH-210, 55 `) (3f--1/4-2 x7/8" .�TEK CREWS '(P,`N 100507 c 4 Approved: W.S. WBson, P.E. 3395 AOOISON OR.. PENSACOLA, FL 31514 FLORIDA CUMF1CATION NO. 0048489 CEORCIA CERTIFICATION NO. OI8519 NORTH CAROLINA CERTIFICATION NO. 023836 Date: 3 - 51- 0 ( —�--1 /2 .(20 GA CENTER 16 GA END' STILES STILES) oP TiON CODE.. 0108 1 RE V:- P I . WM 9 ' x 14 ` MAX 44 PSF 1 2 OF 4 U-BAR L OCARQNS 12'-6" THRU 14' HICH DOORS NOTE: W/ (7) 20 CA 80 KSI U—BARS MAXIMUM SECTION WIDTH IS 21" LOCATED as SHOWN 10'-9" THRU 12'—Y HIGH DOORS W/ (6) 20 CA 80 KSI U—BARS LOCATED AS SHOWN 6 9'-0" THRU 10'-6" HIGH DOORS W/ (5) 20 CA 80 KSI U—BARS LOCATED AS SHOWN 7'-6' THRU 8'-9" HIGH DOORS W/ (4) 20 CA 80 KSI U—BARS LOCATED AS SHOWN 6' THRU 7' HIGH DOORS W/ (3) 20 CA 80 KSI U—BARS LOCATED AS SHOWN i � o (2) 1/4-20x5/8" TEK SCREWS ATTACH AT EACH STILE Approved: T 3395 Ado�5 , OR��. �Pt�O$ICOIx fL��25,] .i� ; FLORIDA ;CERTIFICATION NO. 004848� c ;; : ,;: CEoF*%i CER IGan Mi-.1 0.1.)ara5i4 .VORiH'.C�,ROUNA cunmknoN NO Date: ' '-�:-�5=�+•!. ,�i:`��_:'� . OPTION CODE`rd.iY�� REV. P WM 9' x 14' MA 44 �F 3 OF 4 Wind Load Test Report Report # 0108P February 1, 2001 TES-i REQUIREMENT: The door must remain intact and safely operable after enduring static design pressures of both positive and negative 29.3 PSF. The door must remain intact and safely operable after enduring test pressures of both positive and negative 44 PSF. TEST PROCEDURE: Product is tested to ASTM-E330-96. Tests were performed at Wayne -Dalton, 3395 Addison Drive, Pensacola,'FL. Product was installed with tools and hardware as normally done in the field and per specificatiTs outlined in the attached drawing. Two 5/8" thick blocks were placed under the door at the edge, centered under the end stiles, to simulate a counter balanced door. Deflections are measured at the geometric center of the product. Plastic was used around the edges of the sections to decrease air loss. The plastic is applied in a manner that allows full movement of the product. Permanent deformation is measured with a 50% pre -load before the initial reading. (1) The door was pressurized for 10 seconds to a positive pressure of 14.7 PSF. The pressure was then removed and the initial deflection was recorded after one minute. The door was pressurized for a total of 40 seconds at a positive pressure, which includes 10 seconds of test pressure at 44 PSF and the remainder of the test time at the design pressure of 29.3 PSF or greater. The maximum deflection was recorded at 2.51. The pressure was then removed and the deformation was recorded after one minute. The permanent deformation calculates to .31 or 12%. (2) The door was pressurized for 10 seconds to a negative pressure of 14.7 PSF. The pressure was then removed and the initial deflection was recorded after one minute. The door was pressurized for a total of 40 seconds at a negative pressure, which includes 10 seconds of test pressure at-44 PSF and the remainder of the test time at the design pressure of 29.3 PSF or greater. The maximum deflection was recorded at 1.59. The pressure was then removed and the deformation was recorded after one minute. The permanent deformation calculates to . 10 or 1 t%. (3) Upon inspection after test procedure, the intermediate section had creased at the hinge location. The door was shown to be safely operable. DRAWING NUMBER: 0108 P TEST DATE: January 25, 2001. Temp 64' F. PRODUCT DESCRIPTION: 1. Waynetviark Model 8000, 90, 4 section. 2. Exterior skin has minimum of .0175. The minimum yield stress is 33 KSI. 3. Standard bottom astragal and retainer. 4. 2" nylon roller with 5" stems. 5. 14 gauge end hinges and center hinges. 6. Three 3" 20 gauge u-bars 80 KSI placed as shown on drawing. 7. Two l6ga end stiles and three 20 ga center stiles per section•. 8..054 vertical and horizontal track. 9. Four IB-US brackets per side as shown on drawing anchored with one tag per bracket. WITNESSES: Clyde McDowell (Report Author), Sid Wilson, P.E. APPROVAL BY SIMILARITY: Doors listed of a lesser width but otherwise the same are approved by similarity. Their capability to with stand pressure is equal to or better than the doors tested. Reducing the width of a door reduces the stress on it and causes less load to be transmitted to the rollers, track, and brackets. Doors listed of a lesser height but otherwise the same are approved by similarity. These doors have the same structural ability as the door tested, but will have less loading at equivalent pressures due to the decrease in area. Doors heights are approved to 3 times the height tested per standard practice accepted in Miami -Dade Co. Refer to Product Control Division, Question and--An'�wers:GAIS(Q127). APPROVED. dPT3ON i•� r��!%; Based on otheii s aiI6 t_�Aluminurn Louvers and Styrene Window Frame Assembly per test number 020501. Name: o6 � 3GE COUNTY UILDING W V ,ION W.S.;Vi[dson'El 3395.Adai I Q 4 tit U Florida Cert. :• /�' �'- Georgia Cert•Nb��JCt85•t•9 North Caroling Rrt NO. 0ZW3,6'�� P., �oIrn ofi Wayne, loalton M ODEL: STYLE: DESIGN PRESSURE: DESIGN PRESSURE: WINOL OAS SPECIFICA TION 0110 APPROVED SIZES: WAYNEMARK 8000 & 8100 RAISED PANEL 16'-0" MAX WIDTH x 14'-0" MAX HEIGHT POS. 27 PSF MAXIMUM SECTION WIDTH 21" NEG. 29 PSF , NOTES: 1. GLASS DISCLAIMER "NO CONCLUSIONS OF ANY KIND REGARDING THE ADEQUACY OR INADEQUACY OF THE GLASS IN THE TEST SPECIMEN MAY BE DRAWN FROM THE TEST." (1993 ASTM E330). 2. GLAZING OPTIONS - TOP OR INTERMEDIATE SECTION, .090 SSB GLASS WITH OPTIONAL INSERTS. 3. VINYL OR WOOD DOOR STOP (NAILED ON 6" CENTERS) MUST OVERLAP TOP AND BOTH ENDS OF PANELS MINIMUM 7/16" TO MEET NEGATIVE PRESSURES. 4. U—BAR TO HAVE A MINIMUM YIELD OF 80 KSI A653 G-40 5. TRACK TO HAVE A MINIMUM YIELD OF 33 KSI A653 G-40 6. 26 GA DOOR FACER STEEL TO HAVE A MINIMUM YIELD OF 57 KSI 7. OPTIONAL - .080" (MIN) ALUMINUM LOUVERS WITH HIGH IMPACT STYRENE FRAME MAY BE LOCATED IN THE END PANELS OF THE BOTTOM SECTION. 8. LOCK OR OPERATOR IS REQUIRED. 9. THE DESIGN OF THE SUPPORTING STRUCTURAL ELEMENTS SHALL BE THE RESPONSIBILITY OF THE PROFESSIONAL OF RECORD FOR THE BUILDING OR STRUCTURE AND IN ACCORDANCE WITH CUPRENT BUILDING CODES FOR:`THE LOADS LISTED ON 13 GA HORIZ ANGLE 067" HORIZ TRACK (2) 1/4"-20x9/16" TRACK BOLT' & (2) 1/4"-20 HEX NUT 5/16"xi-5/8" LAG SCREW AT EACH JB—US BRACKET DRILL .281 OR 9/32"o HOLE IN TRACK FOR JB—US BRACKET ATTACHMENT 1 /4"-20x9/16" TRACK BOLT & 1 /4"-20 HEX NUT AT EACH JB—US BRACKET (1) JB—US BRACKET LOCATED AT THE MIDDLE OF EACH SECTION EXCEPT TOP SECTION. 067" VERT TRACK (1) JB—US BRACKET LOCATED Approved: _ 1 1 c % r" AT EACH ROLLER LOCATION EXCEPT TOP BRACKET ROLLER (P/N 125139). S.AS �t� N+pR:YPFj� 0 FL 525I4 = f jR10A tFR11RC.11'lblJ fA9: _ :�:• CMRC1A-C6i MAMN Nd.- 018519 ' NCRTi-�' gUt4t fERgFkW,10N N0. •023P?r Date: ^�- 28-0!_ ,;�� 1 OFOP l/ON C00,"%`: ��,,, , REV. P 1 WM 16 " x 14 ' MAX, f 27 — 29 PSF I a=. m C' TRACI( END HINGE; TOP SRACKET REOUIREMENTS 1/4"-20x9/16" TRACK BOLT & 1/4-20 HEX 1• NUT THROUGH ANY TWO ALIGNING HOLES I 1• �, TOP BRACKET \ (P/N 108077) (5) 1/4"-20x5/8" TEK SCREWS (P/N 141668) �q QARROW ;I•w ��i� J`. BODY HINGE 0 "-20x5/8"(4) 1/ SELF—THREADING SCREWS '�::. • :gip 2" NYLON ROLLER 14_01�_k_iEND (2) 1/4"-2Ox5/8"A-120 �2" 4 1/z" srM TEK SCREWS ALL (P/N) 108135 HINGES \ 0 ; 1 ;, 7/16- PUSH NUT AT EACH T 'OR OLLER (P/N 243341) t• , LOCATED .25 MAX BETWEEN ,. PUSHNUTS AND BRACKETS OR HINGES HI j •A HIN�E �0 WIDE BODY HINGE (P/N SEE BILL OF MAT'L) 3" 20 GA U—BAR RH END HINGE (3) 1/4"-20x7/8" 'rry rnn ru.r I 1 � I i i •,, I � I Approved: _ W.S. Wilson, P.E 20 GA CENTER STILES 'U95 ADDISON DR.. PEN.AWLA. FL 32514 I FLORCA CE ncr—AT1oN.N0. W48489 GEORGIA CERTIFICATION NO. 018519 \ BOTTOM BRACKET 16 GA ENO STILES NORTH CAROUNA CEFMFrATION NO. 023836 •�••-..� i/2 � / (P/N RH-270354 Date: Q'— Z g_ o & LH-270355) OPT/ON CODE.' 0110 REV. P1 WM 76 x 14' MAX, -1-27 —29 PSF 1 2 OF 4 U-BAR L OCA BONS 12'-6' THRU 14' HIGH DOORS NOTE: W/ (16) 3" 20 GA 80 KSI U—BARS MAXIMUM SECTION WIDTH IS 21 LOCATED AS SHOWN 10'-9" THRU 12'-3" HIGH DOORS W/ (14) 3" 20 GA 80 KSI U—BARS LOCATED AS SHOWN ° I. 9'-0" THRU 10'-6" HIGH DOORS W/ (12) 3" 20 GA 80 KSI U—BARS LOCATED AS SHOWN 7•-6" THRU 8'-9" HIGH DOORS W/ (10) 3" 20 GA 80 KSI U—BARS LOCATED AS SHOWN 6' THRU 7' HIGH DOORS W/ (8) 3" 20 GA 80 KSI U—BARS LOCATED AS SHOWN I I (2) 1/4"-2Ox5/8" TEK SCREWS ATTACH AT EACH STILE Approved:. 3395,;�DDISON OR: 'Pf71$ACOI�FG`32515�'... RIDA c��JJ .'r'!',CEORC3AC��Zf�(NIS.•r — - :'.'�: NOKTil�j0mU�(rCfRI1f1G111QNcNa 023836' Doto`7-2��-o/ A. +� P4f/'.° r4?., 9 OF 6Fi-�a�°ir ; ' �;r�2�+ OPTION C'b�6 ��;(�?1q,;; �'�'��REV.• PI WAII 16' x 14' MAX, -f27 -29 PSF 3 OF 4 CENTER 5 71-L E & IN TE-RUEDIA - TE HINGE Z OCA TIONS 16' 14, 12' 10, Approved: ��G ORANGE COUNTY W-& Kson, P F 1395 ADDISON DR., PENSAMLA, FL 32514 FLORIDA comFrAnoN No. 0048489 CEORGIA CUMMATION NO. 018519 NORTH UMNA CMnF!CA'nON NO. 023636 Date: OPTION CODE. ollod REV Pi I Wlvl 16' x 14' MAX, 4-27 —29 PSF 1 4 OF 4 Wind Load Test Report Report # 0110P 1 February 22, 2001 TEST REOUMEMENT: The door must remain intact and safely operable after enduring static design pressures of both positive and negative 29 PSF. The door must remain intact and safely operable after enduring test pressures of both positive and negative 44 PSF. TEST PROCEDURE: Product is tested to ASTM-E330-96. Tests were performed at Wayne -Dalton, 3395 Addison Drive, Pensacola;�L. Product was installed with tools and hardware as normally done in the field and per specifications outlined in the attached drawing. Two 5/8" cluck blocks were placed under the door at the edge, centered under the end stile8, to simulate a counter balanced door. Deflections are measured at the geometric center of the product. Plastic was used around the edges of the sections to decrease air loss. The plastic is applied in a manner that allows frill movement of the product. Permanent deformation is measured with a 50% pre -load before the initial reading. (1) The door was pressurized for 10 seconds to a positive pressure of 14.7 PSF. The pressure was then removed and the initial deflection was recorded after one minute. The door was pressurized for a total of 40 seconds at a positive pressure, which includes 10 seconds of test pressure at 44 PSF and the remainder of the test time at the design pressure of 29.3 PSF or greater. The maximum deflection was recorded at 5.77. The pressure was then removed and the deformation was recorded after one minute. The permanent deformation calculates to .34 or 6%. (2) The door was pressurized for 10 seconds to a negative pressure of 14.7 PSF. The pressure was tlien removed and the initial deflection was recorded after one minute. The door was pressurized for a total of 40 seconds at a negative pressure, which includes 10 seconds of test pressure at 44 PSF and the remainder of the test time at the design pressure of 29.3 PSF or greater. The maximum deflection was recorded at 5.07. The pressure was then removed and the deformation was recorded after one minute. The permanent deformation calculates to .I I or 3%. (3) Upon inspection after test procedure, the door showed no damage. The door was shown to be safely operable. DRAWING NUMBER: 0110 P TEST DATE: February 22, 2001. Temp -71° F. PRODUCT DESCRIPTION• 1. WayneMark Model 8000, 16x7, 4 section. 2. Exterior skin has minimum of .0175. The minimum yield stress is 33 KSI. 3. Standard bottom.astragal and retainer. 4. 2" nylon roller with 4 1/2" stems. 5. 14 gauge end hinges and 18 gauge center hinges. 6. Eight 3" 20 gauge u-bars 80 KSI placed as shown on drawing. 7. Two 16ga end stiles and five 20 ga center stiles per section. 8..067 vertical and horizontal track. 9. Seven JB-US brackets per side as shown on drawing anchored with one lag per bracket. WITNESSES: Clyde McDowell (Report Author), Sid Wilson, P.E. APPROVAL BY SRvfILARJTY: Doors listed of a lesser width but otherwise the same are approved by similarity. Their capability to with stand pressure is equal to or better than the doors tested. Reducing the width of a door reduces the stress on it and causes less load to be transmitted to the rollers, track, and brackets. Doors listed of a lesser height but otherwise the same are approved by similarity. These doors have the same structural ability as the door tested, but will have Jess loading at equivalent pressures due to the decrease in area. Doors heights are apprgved.•to 3. times the height tested per standard practice accepted in Miami -Dade Co. Refer to Product Control �i Division, Questioa.d,Ans�eryr,GA18(Q127). APPROVEIdNSt F) r' Based ono- er tt's b uiGi11' ` 'Aluminum Louvers and Styrene Window Frame Assembly per test number 020501. 'Name: rye,�t'°- W.S. Wilso- nE. 3395 Add••'ison.!3r„ Pensacoli�F14?S E4 �' t Florida Cert Ni7�,r air,:► 9 "t � Georeia Ccrt'No. 6-19 � ;.:• . wayn� WINOL OA0 SPECIFICA 7ON 0108 j)alton APPROVED SIZES: ® MODEL: WAYNEMARK 8000 & 8100 9'-0" MAX WIDTH x 14'-0" MAX HEIGH STYLE: RAISED PANEL SCC # MAXIMUM SECTION WIDTH 2" 1 DESIGN PRESSURE: POS./NEC. 29.3 PSF Z 6&A NOTES: 1. GLASS DISCLAIMER "NO CONCLUSIONS OF ANY KIND REGARDING THE ADEQUACY OR INADEQUACY OF THE GLASS IN THE TEST SPECIMEN MAY BE DRAWN FROM is Yf/v� f THE TEST." (1993 .ASTM E330) MASTER PLAN 13 GA HORIZ ANGLE 054" HORIZ TRACK 2. GLAZING OPTIONS — TOP OR INTERMEDIATE SECTION, .090 SS8 GLASS WITH OPTIONAL INSERTS. (2) 1/4-20x9/16" 3. VINYL OR WOOD DOOR STOP TRACK BOLT & (2) (NAILED ON 6" CENTERS) MUST 1/4-20 HEX NUT OVERLAP TOP AND BOTH ENDS OF PANELS MINIMUM .7/16" TO MEET NEGATIVE PRESSURES. 4, U-BAR TO HAVE A MINIMUM YIELD 0 OF 80 KSI A653 G-40 r 5. TRACK TO HAVE A MINIMUM YIELD DRILL .281 OR 9/32"0 OF 33 KSI A653 G-40 HOLE IN TRACK FOR J8—US BRACKET 6. 26 GA DOOR FACER STEEL TO ATTACHMENT HAVE A MINIMUM YIELD OF 57 KSI. 7. OPTIONAL — .080" (MIN) ALUMINUM (1) JB—US BRACKET LOCATED LOUVERS WITH HIGH IMPACT STYRENE AT EACH ROLLER LOCATION FRAME MAY 8E LOCATED IN'THE END EXCEPT TOP BRACKET ROLLER Q, PANELS OF THE ,BOTTOM SECTION. (P/N 125139). 8. LOCK OR OPERATOR IS REQUIRED. 9. THE DESIGN OF THE SUPPORTING STRUCTURAL ELEMENTS SHALL BE THE RESPONSIBILITY OF THE PROFESSIONAL OF RECORD FOR THE BUILDING OR i STRUCTURE AND IN ACCORDANCE WITH 5/isxt-5/8" CURRENT BUILDING . CODES FOR THE LAG SCREW LOADS LISTED ON THIS DRAWING. AT EACH i J8—US 4• BRACKET a. ca CV U't r'l .054" VERT TRACK CV d z o_ Approved: 5w, 12� W.S. Wilson, P.E. 3395 ADDISON DR., PENSACOU, FL 32514 FLORIDA CERTIFICATION NO. 0048489 GEORMA CERTIFICATION No. 018519 NORTH CAROLINA CERTIFICAT1oN No. 023836 Date: 47-.2 R .o l OPTION CODE- 0108 REV- p 1 1/4-20x9/16" TRACK BOLT & 1/4-20 HEX NUT AT EACH JB—US BRACKET •, WM 9 ' x 14 MAX 44 PSF I 1 OF 4 TRA Cl,(, END HINGE, TOP BRACKET REQUIREMENTS 1/4-20x9/16" TRACK BOLT & 1./4-20 HEX NUT THROUGH ANY TWO ALIGNING HOLES TOP BRACKET (P/N 108077) (5) 1 /4-2Ox5/8" TEK SCREWS (P/N 141668) 14 GA WIDE BODY HINGE k�(z 4)1/4-20x5/8" ELF —THREADING SCREWS (P/N 100320) SCC # O -CIO% MA..I I I (2) 1/4-2Ox5/8" TEK SCREWS • q ALL END HINGES 9 . •?° 3" 20 GA °0• �..�.._ U=BAR 1' WIDE BODY HINGE (P/N SEE BILL OF MAT'L) NYLON ROLLER (P/N 270791) BOTTOM BRACKET (P/N RH-270354 & LH-270355) �. TEK SCREWS F��_ (P/N 100507 Approved: WS Was°n, P.E. 3395 ADOISON OR • PeWCOLA. FL 32514 FLORIN CERi1FlGT1ON NO. 0048489. CEORCIA CERIiFlGTiON NO. 018519 NORiH GROUNA CF MCAT10N N0. 023838 Date: 4 —Zg OP T/ON CODE. 0108 � REV. p I I I I I I I I L-(20 GA CENTER 16 GA END STILES STILES) WM9'x 14 MAX44PSF 2OF4 U-BAR L OCA TIONS wlkl-� mla NOTE: MAXIMUM SECTION WIDTH IS 21" 12'-6" THRU 14' HIGH DOORS W/ (7) 20 GA 80 KSI U—BARS LOCATED AS SHOWN 10'-9" THRU 12'-3" HIGH DOORS W/ (6) 20 GA 80 KSI U—BARS LOCATED AS SHOWN 0. DO 4P HU 10'-6" HIGH DOORS W/ (5) 20 GA 80 KSI U—BARS LOCATED AS SHOWN 7'-6" THRU 8'-9" HIGH DOORS W/ (4) 20 GA 80 KSI U—BARS LOCATED AS SHOWN 6' THRU 7' HIGH DOORS W/ (3) 20 GA 80 KSI U—BARS LOCATED AS SHOWN (2) 1 /4-20x5/8" TEK SCREWS ATTACH AT EACH STILE Approved: Ws way, PZ 3395 ADDISON DR., PE?LSkMLA, FL 32514 FLORID CEnF10TION No. 0048489 GEORCIA CERTIFICATION No. 018519 NORTH CAROU4A CERTIFICATION NO. OnW6 Date: 7-,2g -OI OP 77ON CODE.- 0108 1 REV P 1 1 WM 9' x 14 ' MAX 44 PSF 13 OF 4 Wind Load Test Report Report # 0108P 1 February 1, 2001 ®TEST REOUIR.EMENT: ie door must remain intact and safely operable after enduring static design pressures of both positive and negative 29.3 PSF. The door must remain intact and safely operable after enduring test pressures of both positive and negative 44 PSF. TEST PROCEDURE: Product is tested to ASTM-E330-96. Tests were performed at Wayne -Dalton, 3395 Addison Drive, Pensacola, FL. Product was installed with tools and hardware as normally done in the field and per specifications outlined in the attached drawing. Two 5/8" thick blocks were placed under the door at the edge, centered under the end stiles, to simulate a counter balanced door. Deflections are measured at the geometric center of the product. Plastic was used around the edges of the sections to decrease air loss. The plastic is applied in a manner that allows full movement of the product. Permanent deformation is measured with a 50% pre -load before the initial reading. (1) The door was pressurized for 10 seconds to a positive pressure of 14.7 PSF. The pressure was then•removed and the initial deflection was recorded after one minute. The door was pressurized for a total of 40 seconds at a positive pressure, which includes 10 seconds of test pressure at 44 PSF and the remainder of the test time at the design pressure of 29.3 PSF or greater. The maximum deflection was recorded at 2.51. The pressure was then removed and the deformation was recorded after one minute. The permanent deformation calculates to .31 or 12%. (2) The door was pressurized for 10 seconds to a negative pressure of 14.7 PSF. The pressure was then removed and the initial deflection was recorded after one minute. The door was pressurized for a total of 40 seconds at a negative pressure, which includes 10 seconds of test pressure at 44 PSF and the remainder of the test time at the design pressure of 29.3 PSF or greater. The maximum deflection was recorded at 1.59. The pressure was then removed and the deformation was recorded after one minute. The permanent deformation calculates to .10 or I I %. (3) Upon inspection after test procedure, the intermediate section had creased at the hinge location. The door was shown to be safely operable. DRAWING NUMBER: 0108 P TEST DATE: January 25, 2001. Temp 64° F. tODUCT DESCRIPTION: 1. WayneMark Model 8000, 9x7, 4 section. � O _ � Soo 7oo 2. Exterior skin has minimum of .0175. The minimum yield stress is 33 KSI. 3. Standard bottom astragal and retainer. MAST . 4.2" nylon roller with 5" stems. 5. 14 gauge end hinges and center hinges. 6. Three 3" 20 gauge u-bars 80 KSI placed as shown on drawing. 7. Two 16ga end stiles and three 20 ga center stiles per section. 8..054 vertical and horizontal track. 9. Four JB-US brackets per side as shown on drawing anchored with one lag per bracket. WITNESSES: Clyde McDowell (Report Author), Sid Wilson, P.E. APPROVAL BY SIMILARITY: Doors listed of a lesser width but otherwise the same are approved by similarity. Their capability to with stand pressure is equal to or better than the doors tested. Reducing the width of a door reduces the stress on it and causes less load to be transmitted to the rollers, track, and brackets. Doors listed of a lesser height but otherwise the same are approved by similarity. These doors have the same structural ability as the door tested, but will have less loading at equivalent pressures due to the decrease in area. Doors heights are approved to 3 times the height tested per standard practice accepted in Miami -Dade Co. Refer to Product Control Division, Question and Answers, GA18(Q127). APPROVED OPTIONS ®Based on other tests b * e uivale t. Aluminum Louvers and Styrene Window Frame Assembly per test number 020501. ane: W.S. Wilson, P.E. `-2e-01 3395 Addison Dr —Pensacola, FL31.514 Florida Cert No. 0048489 Georgia Cert No. 018519 North Carolina Cert No. 023836 7. cfl rn CV 0 z Wagne Dalton MODEL: STYLE: DESIGN PRESSURE: DESIGN PRESSURE: WINDL OAD SPECIFICA %ION 0110 APPROVED SIZES: WAYNEMARK 8000 & 8100 RAISED PANEL 16'-0" MAX WIOTH x 14'-0" MAX HEIGHT POS. 27 PSF SCC # N-MAXIMUM SECTION WIDTH 21" oo(o NFG. ?9 PSF NOTES: 1. GLASS DISCLAIMER "NO CONCLUSIONS OF ANY KIND REGARDING THE ADEQUACY OR INADEQUACY OF THE GLASS IN THE TEST SPECIMEN MAY BE DRAWN FROM THE TEST." (1993 ASTM E330). 2. GLAZING OPTIONS — TOP OR INTERMEDIATE SECTION, .090 SSB GLASS WITH OPTIONAL INSERTS. 3. VINYL OR WOOD DOOR STOP (NAILED ON 6" CENTERS) MUST OVERLAP TOP AND BOTH ENDS OF PANELS MINIMUM 7/16" TO MEET NEGATIVE PRESSURES. 4. U-BAR TO HAVE A MINIMUM YIELD OF 80 KSI A653 G-40 5_ TRACK TO HAVE A MINIMUM YIELD .OF 33 KSI A653 G-40 6. 26 GA DOOR FACER STEEL TO HAVE A MINIMUM YIELD OF 57'KSI 7. OPTIONAL — .080" (MIN) ALUMINUM LOUVERS WITH HIGH IMPACT STYRENE FRAME MAY BE LOCATED IN THE END PANELS OF. THE BOTTOM SECTION. 8. LOCK OR OPERATOR IS REQUIRED. 9. THE DESIGN OF THE SUPPORTING STRUCTURAL ELEMENTS SHALL BE THE RESPONSIBILITY OF THE PROFESSIONAL OF RECORD FOR THE BUILDING OR STRUCTURE AND IN ACCORDANCE WITH CURRENT BUILDING CODES FOR THE LOADS LISTED ON THIS DRAWING. r Approved: W.S. Wilson, P.E. 3395 ADDISON DR.. PENSACOLA. FL 32514 FLORIDA CERTIFICATION NO. 0048489 GEORCW CERTIFIGTION NO. Ot8519 NORTH CAROUNA CERTIFICATION NO. 023836 Date: f — 2 9 —01 I ] vc AI$Tz� 067" HORIZ 1 (2) 1/4"-20x9 TRACK BOLT a 1 /4"-20 HEX 5/16"x1 -5/8" L SCREW AT EA JB-US BRAC14 DRILL .281 OR 9/3: HOLE IN TRACK F JB-US BRACX A TTACHME 1/4"-20x9/16" TRACK BOLT & 1/4"-20 HEX NUT AT EACH JB-US BRACKET (1) JB-US BRACKE LOCATED AT THE MIDDLE C EACH SECTION EXCEPT TC SEC TI O1 067" VERT TRA1 (1) JB-US BRACKET LOCATE AT EACH ROLLER LOCATIC EXCEPT TOP BRACKET ROLLE (P/N 125135 OPTION CODE- 0110 1 REV' P1 I WM 16' x 14' MAX, 4-27 —29 PSF l 1 OF 4 TRA CK END HINGE TOP SRA CKET REQUIREMENTS SC MASTER PLAN 1/4"-20x9/16" TRACK BOLT & 1/4-20 HEX NUT THROUGH ANY TWO ALIGNING HOLES TOP BRACKET (P/N 108077) (5) 1/4'- 20x5/8" TEK SCREWS (P/N 141668) NARROW BODY HINGE l 6 I 1 (4) 1/4"-2Ox5/8' SELF —THREADING SCREWS \ (2) 1/4 — 20x5/8" \ 2" NYLON ROLLER W/ 4 1/2" STEM / ! Q ® TEK SCREWS ALL / END HINGES q Q (P/N) 108135 �® ®d �.. WIDE BODY 7/16" PUSH NUT AT EACH HINGE (P/N SEE ROLLER (P/N 243341) BILL OF MAT'L) LOCATED .25 MAX BETWEEN PUSHNUTS AND BRACKETS 3" 20 GA OR HINGES U-BAR L H END HINGE RH ENO HINGE (3) 1/4"-20x7/8" lTv cnn run Approved: Ws Wason, P E 3395 AOOISON DR., PENSACOLA, FL 32514 FLORIDA CSMFICATION N0. 0048484 GEORGU CERTIFICATION NO. 018519 NORTH CAROUNA CUMFICATION NO. 023836 Date: 4'-.z 9— o ( (P/N RH-270354 & LH-270355) L 20 GA CENTER STILES 16 GA END STILES L/r //V/v L,vuc: ui / u I nt v' j`1 I wM 76- x 74 - MAX, f27 -29 PSF 1 2 OF 4 0 -41�r U-BAR L OCA TIONS NOTE: 12'-6" THRU 14' HIGH DOORS W/ (16) 3" 20 GA 80 KSI U—BARS MAXIMUM SECTION WIDTH IS 21 " LOCATED AS SHOWN 10'-9" THRU 12'-3' HIGH DOORS W/ (14) 3" 20 GA 80 KSI U—BARS LOCATED AS SHOWN s cc ## MASTER PLAN 9'-0" THRU 10'-6" HIGH DOORS W/ (12) 3" 20 GA 80 KSI U—BARS LOCATED AS SHOWN 7'-6" THRU 8'-9" HIGH DOORS W/ (10) 3" 20 GA 80 KSI U—BARS LOCATED AS SHOWN 6' THRU 7' HIGH DOORS W/ (8) 3" 20 GA 80 KSI U—BARS LOCATED AS SHOWN / V I � (2) 1/4"-20x5/8" TEK SCREWS ATTACH AT EACH STILE Approved: WS. Wilxn. P.E. 3395 ADDISON DR., PeCACOLA. FL 32514 FLDRIDA CFRi MATION. N0. 0048489 GEORGIA CEMICATION NO. 018519 NORTH CAROUNA CE MMAT10N NO.-023838 Date: 9 -28- of OP77ON CODE.• 0110 1 REV- P1 I WM 16' x 14' MAX, *27 -29 PSF 13 OF 4 CENTER c5 TlL E- //V TERAIIEDIXTE HINGE L OCA TI'O N*5' ii c 16' OWSTER PLAN I mmmmmll�- will 12' 10, Approved: 3395 ADDISON OR- PENSACOLA. FL 32514 FLORIDA CUMFICATION NO. OOQ489 GEORGIA CMnF)cATION No. omig NORTH CAmumA cEnFick'nON NO. 023836 Date: T- z .0 — OPTION CODE.- 0110 1 REV- PI I WM 16-'x 14' MAX, +27 -29 FSF-1 4 OF 4 • Wind Load Test Report Report # 0110P1 February 22, 2001 0 TEST REOUIREMENT: The door must remain intact and safely operable after enduring static design pressures of both positive and negative 29 PSF. The door must remain intact and safely operable after enduring test pressures of both positive and negative 44 PSF. TEST PROCEDURE: Product is tested to ASTM-E330-96. Tests were performed at Wayne -Dalton, 3395 Addison Drive, Pensacola, FL. Product was installed with tools and hardware as normally done in the field and per specifications outlined in the attached drawing. Two 513" thick blocks were placed under the door at the edge, centered under the end stiles, to simulate a counter balanced door. Deflections are measured at the geometric center of the product. Plastic was used around the edges of the sections to decrease air loss. The plastic is applied in a manner that allows £till movement of the product. Permanent deformation is measured with a 50% pre -load before the initial reading. (1) The door was pressurized for 10 seconds to a positive pressure of 14.7 PSF. The pressure was then removed and the initial deflection was recorded after one minute. The door was pressurized for a total of 40 seconds at a positive pressure, which includes 10 seconds of test pressure at 44 PSF and the remainder of the test time at the design pressure of 29.3 PSF or greater. The maximum deflection was recorded at 5.77. The pressure was then removed and the deformation was recorded after one minute. The permanent deformation calculates to .34 or 6%. (2) The door was pressurized for 10 seconds to a negative pressure of 14.7 PSF. The pressure was then removed and the initial deflection was recorded after one minute. The door was pressurized for a total of 40 seconds at a negative pressure, which includes 10 seconds of test pressure at 44 PSF and the remainder of the test time at the design pressure of 29.3 PSF or greater. The ma.•dmum deflection was recorded at 5.07. The pressure was then removed and the deformation was recorded after one minute. The permanent deformation calculates to.. 11 or 3%. (3) Upon inspection after test procedure, the door showed no damage. The door was shown to be safely operable. DRAWING NUMBER: 0110 P ® TEST DATE: February 22, 2001. Temp 71° F. 'RODUCT DESCRIPTION: S C C # OZ - op 6 I. WayneMark.Model 8000, 160, 4 section. MASTER PLAN 2. Exterior skin has minimum of .0175. The minimum yield stress is 33 KSI. 3. Standard bottom astragal and retainer. 4. 2" nylon roller with 4 1/2" stems. 5. 14 gauge end hinges and 18 gauge center hinges. 6. Eight 3" 20 gauge u-bars 80 KSI placed as shown on drawing. 7. Two 16ga end stiles and five 20 ga center stiles per section. 8..067 vertical and horizontal track. 9. Seven JB-US brackets per side as shown on drawing anchored with one lag per bracket. WITNESSES: Clyde McDowelI (Report Author), Sid Wilson, P.E. APPROVAL BY SDAILARITY• Doors listed of a lesser width but otherwise the same are approved by similarity. Their capability to with stand pressure is equal to or better than the doors tested. Reducing the width of a door reduces the stress on it and causes less load to be transmitted to the rollers, track, and brackets. Doors listed of a lesser height but otherwise the same are approved by similarity. These doors have the same structural ability as the door tested, but will have less loading at equivalent pressures due to the decrease in area. Doors heights are approved to 3 times the height tested per standard practice accepted in Miami -Dade Co. Refer to. Product Control Division, Question and Answers, GAIS(Q127). APPROVED OPTIONS Based On er tes b ' uival Ahuninum Louvers and Styrene Window Frame Assembly per test number 020501. Name: W.S. Wilson, P.E. 3395 Addison Dr., Pensacola, FL 32514 Florida Cert No. 0048489 Georzia Cert No. 018519